Flood Flow Statistics For The Great Lakes Watershed System
Spatial Data Infrastructure Mapping and Information Resources Branch Corporate Management and Information Division Ministry of Natural Resources and Forestry
December 2014
Disclaimer
This technical documentation has been prepared by Her Majesty the Queen in right of Ontario as represented by the Ministry of Natural Resources and Forestry (the “Ministry”). No warranties or representations, express or implied, statutory or otherwise shall apply or are being made by the Ministry with respect to the documentation, its accuracy or its completeness. In no event will the Ministry be liable or responsible for any lost profits, loss of revenue or earnings, claims by third parties or for any economic, indirect, special, incidental, consequential or exemplary damage resulting from any errors, inaccuracies or omissions in this documentation; and in no event will the Ministry’s liability for any such errors, inaccuracies or omissions on any particular claim, proceeding or action, exceed the actual consideration paid by the claimant involved to the Ministry for the materials to which this instructional documentation relates. Save and except for the liability expressly provided for above, the Ministry shall have no obligation, duty or liability whatsoever in contract, tort or otherwise, including any liability or negligence. The limitations, exclusions and disclaimers expressed above shall apply irrespective of the nature of any cause of action, demand or action, including but not limited to breach of contract, negligence, strict liability, tort or any other legal theory, and shall survive any fundamental breach or breaches.
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Additional Information
For more information about this document, please contact [email protected].
Acknowledgements
The Spatial Data Infrastructure Unit gratefully acknowledges the support of MNRF’s Surface Water Monitoring Centre to advance this project.
2 Executive Summary
In 2014, as part of its hydrological data program, the Spatial Data Infrastructure Unit of the Ontario Ministry of Natural Resources and Forestry (MNRF) generated single- station flood frequency estimates for the Water Survey of Canada’s (WSC) HYDAT gauges in the Great Lakes watershed systems that lie within the Province of Ontario. The resultant statistics include the flood magnitude with recurrence intervals of 1:2, 1:2.33, 1:5, 1:10, 1:20, 1:25, 1:50, 1:100, 1:200 and 1:500 years.
The flood magnitude statistics can be used for applications such as floodplain delineation and design of hydraulic structures.
The estimated flow statistics are distributed as an MS Access Personal Geodatabase and will be included in the Ontario Flow Assessment Tool (OFAT) III web application in the future.
The following document details how the above statistics were estimated, the structure of the final data packages (as distributed) and considerations on appropriate data uses and data limitations.
Key Words
Flood Flow, Frequency Analysis, Great Lakes, OFAT III
3 Table of Contents
Disclaimer ...... 2 Additional Information ...... 2 Acknowledgements ...... 2 Executive Summary ...... 3 Key Words ...... 3 Table of Contents ...... 4 List of Tables ...... 6 List of Figures ...... 6 List of Acronyms ...... 7 1. Introduction ...... 9 1.1 Preamble ...... 9 1.2 Overview of Flood Frequency Analysis ...... 9 1.3 Objective ...... 10 1.4 Province of Ontario and the Study Area ...... 10 2. Scientific Principles and Methodology ...... 12 2.1 Mathematical Method Using Frequency Factors ...... 12 2.1.1 The Three-Parameter Lognormal Distribution ...... 13 2.2 Graphical Method Using Probability Papers ...... 14 3. Software Used ...... 15 4. Data Source and Gauging Stations ...... 15 5. Parameters Used ...... 16 5.1 Estimation of Maximum Instantaneous Flow Data from Maximum Mean Flow Data18 6. Analysis and Results ...... 19 6.1 Exploratory Analysis ...... 19 6.1.1 Understanding the Flood Characteristics of Watershed...... 19 6.1.2 Maximum Flood and Creager Curve ...... 23 6.2 Statistical Tests ...... 25 6.3 Flood Modelling ...... 27 6.3.1 Selection of Probability Distribution Function ...... 27
4 6.3.2 Summary of the Parameters of the Three-Parameter Lognormal Distribution ...... 28 6.4 Flood Modelling Final Data Product and Analysis ...... 30 6.4.1 Data Packages ...... 32
6.4.2 Extreme Volatility Index Using the Ratio of Q100/Q2 Year Flood ...... 32 6.4.3 Length of Record ...... 33 6.5 Recommended Data Uses and Considerations ...... 34 6.5.1 Recommended Data Uses ...... 34 6.5.1.1 Ontario Flow Assessment Tools ...... 34 6.5.1.2 Other Data Uses ...... 34 6.6 Data Use Considerations ...... 35 7. References ...... 35 7.1 General References ...... 35 7.2 Government of Ontario References ...... 39 8. Appendix ...... 41 8.1 Appendix A: List of WSC’s HYDAT gauges ...... 41 8.2 Appendix B: Years of Record for Flood Flow Analysis ...... 55 8.3 Appendix C: Flood Flow Sample Summary and Analysis ...... 62
5 List of Tables
Table 1: Station information on statistical tests ...... 26 Table 2: Stations with negative coefficient of skewness...... 27
List of Figures
Figure 1: WSC’s HYDAT gauge locations in the Great Lakes watershed system...... 16 Figure 2(a) and 2(b): Comparing maximum instantaneous peaks to maximum peaks. . 17 Figure 3(a): Flood characteristics of the Great Lakes watershed system...... 21 Figure 3(b) and (c): Flood Characteristics of the Great Lakes watershed system...... 22 Figure 4: Maximum flood vs drainage area with Creager curve superimposed...... 25 Figure 5(a): Summary of 3PLN distribution parameter: M (location)...... 28 Figure 5(b): Summary of 3PLN distribution parameter: S (scale) ...... 29 Figure 6: Graphical output for the Three-Parameter Lognormal distribution...... 31 Figure 7: Extreme volatility index summary...... 33
6 List of Acronyms
A: Drainage area
C: Creager constant
CFA: Consolidated Frequency Analysis
Cv: Coefficient of variation
Cs: Coefficient of skewness
EVI: Extreme Volatility Index
EVR: Extreme Volatility Ratio
HOMS: Hydrological Operational Multipurpose System
HYDAT: The archive for Canadian Hydrometric Data
K: Frequency factor
Km: Kilometres
3PLN: Three-Parameter Lognormal Distribution
M: Rank
MNRF: Ministry of Natural Resources and Forestry m3/s: cubic metre per second
N: Sample size
N: Factor
OFAT III: Ontario Flow Assessment Tool version III
P: Probability
P(F): Probability of an event F
Q: Discharge
Q: Unit discharge
QD1 and QD3: Daily mean flows on days 1 and 3
QD2: Annual maximum daily mean flow
7 sq. km: Square Kilometres
R: Ratio of magnitude of the 100-year event to the 2-year event
RHBN: Reference Hydrometric Basin Network
T: Student’s statistical value at the 90 percent level of significance with (Y-6) degrees of freedom
T: Return period in years xT: Scale factor
Y: Minimum accepted years of record
Y: return level
Σ: Standard deviation
8 1. Introduction
1.1 Preamble
Since 2012, under the Far North Planning Initiative, the Spatial Data Infrastructure Unit of the Ontario Ministry of Natural Resources and Forestry has developed a suite of streamflow statistics for the WSC’s, HYDAT stream gauge stations for the Southwestern Hudson Bay and Nelson River watershed system that lie within the Province of Ontario. The streamflow matrices are generated for the streamflow regime with respect to the magnitude, frequency, duration and timing.
In the fiscal year of 2014-2015, there was an identified need to update and extend the flood frequency analysis to southern Ontario. This technical document details the flood frequency analysis for the Great Lakes watershed system considering only open water flooding.
1.2 Overview of Flood Frequency Analysis
Hydrological systems are influenced by extreme events with flooding on the higher extreme and drought on the lower extreme of streamflow. The occurrences of these extremes are estimated using a procedure called frequency analysis. The objective of the frequency analysis is to determine the magnitude of the flood/drought to frequency of the responding occurrence. The present study focuses solely on an analysis of flood frequency.
An understanding of the likelihood of a given flood magnitude is necessary for floodplain management, design values for any construction that crosses or passes a stream, flood forecasting, and input into flood line mapping. Some of the application areas where these analyses are used are:
Design of in-stream structures (culverts, bridges, spillways, etc.) Floodplain delineation and management Municipal and industrial uses (design of water supplies) Environment impact assessment studies River navigation
9 Reservoir operation (determine minimum downstream release requirements) and aquatic based recreation Irrigation facilities Mitigating the conflict between in-stream water use and water withdrawal demand Engineering feasibility assessment or design and operation of structures
1.3 Objective
The objective of this project is to estimate the flood magnitude with recurrence intervals of 1:2, 1:2.33, 1:5, 1:10, 1:20, 1:25, 1:50, 1:100, 1:200 and 1:500 years for the gauges of Great Lakes watershed system.
1.4 Province of Ontario and the Study Area
The Province of Ontario extends approximately from 42°N to 57° N latitude and from 75° W to 95°W longitude with three primary watersheds: Great Lakes, Nelson and Southwestern Hudson Bay. It is the second largest province based on total area and the most populous province in Canada. The total area is 1,076,395 km2 with 917,741 km2 of land and 158,654 km2 of fresh water (Statistics Canada, 2005). Ontario has three main climatic regions: southwestern Ontario is typical of a moderate humid continental climate, central and eastern Ontario is characteristic of a more severe humid continental climate and the northernmost parts of Ontario (north of 50°N) are within a sub-arctic climate region (Köppen Dfa Dfb Dfc).There are four seasons: spring, summer, fall and winter. The annual average temperature decreases with increasing latitude. January temperatures average -6 °C and those of July average 20 °C. Total annual precipitation decreases in amount from 864 mm in the south-west to less than 508 mm in the most northern portions of the Province. The mean annual runoff varies from a low of 200 mm in the western to a high of 500 mm eastern part of the Province.
Unique geographic features include Niagara Falls, Niagara Escarpment, World Biosphere Reserve and Oak Ridges Moraine and four of the five Great Lakes; Huron, Ontario, Erie and Superior lie in the southern parts of Ontario. Other large lakes include Simcoe, Nipigon, Nipissing and St. Clair, Lake of Woods, Lac Seul, Rainy, Abitibi and Big Trout. Some of the major rivers of the province include the Severn, Winisk, Attawapiskat, Albany, Moose and Ottawa River. 10 Streamflow is dependent on the time of the year. Flows are high during the months of March-April and lower summer flows typically occur during the month of August. Flooding also occurs in Ontario. The primary causes of flooding in the northern Ontario are snowmelt runoff and or ice jams whereas for southern Ontario it is a combination of snowmelt and spring rainfall. In addition, high intensity precipitation events can occur in the summer, but flood peaks are restricted as summer vegetation increases infiltration and surface storage. Summer thunderstorms sometimes produce local floods and coastal flooding can occur along the shorelines of the Great Lakes. Broader climatic processes, such as El Nino and La Nina events, can impact the hydrology within Ontario. Hurricane Hazel occurred in 1954 in southern Ontario causing extreme flooding.
The study area for the present study is the Great Lakes watershed system. The Great Lakes system is located on the Canada–United States border with the Saint Lawrence River connecting to the Atlantic Ocean. The watershed system consists of five lakes namely: Superior, Michigan (wholly within the US), Huron, Erie, and Ontario. These lakes form the largest group of freshwater lakes with 18% of the world's surface fresh water (Environment Canada, 2014). The lakes have a moderating effect on the climate of the region. Great Lakes fall into two physiographic regions, namely the Canadian Shield in the north and the St. Lawrence Lowlands in the southern region of Ontario.
The Canadian Shield is typically dominated by thin soil cover over bedrock. A mix of forest, wetlands, lakes and rivers dominates the area with little agriculture being present. Relief is much greater than other regions resulting in greater and more rapid runoff.
The Great Lakes St. Lawrence Lowlands has a rolling landscape and rich fertile soil which is suitable for agriculture. The main features of the area are the Niagara Escarpment, Niagara Falls and the Oak Ridges Moraine. This area is densely populated and heavily industrialized.
11 2. Scientific Principles and Methodology
There are two methods available to estimate the magnitude of flood flows.
They are:
1. Mathematical method using frequency factors 2. Graphical method using probability papers
The following section describes the two methods above.
2.1 Mathematical Method Using Frequency Factors
Before discussing the frequency factors, the general concept of recurrence interval is described below. A recurrence Interval or Return Period for flood flow is defined as:
An annual maximum event has a return period (or recurrence interval) of T years if its magnitude is equalled or exceeded once, on the average, every T years. The reciprocal of T is the exceedance probability, 1- F, of the event, that is, the probability that the event is equalled or exceeded in any one year (Bedient, 2002).
The probability (P) that an event (F) will occur in any year (T) expressed mathematically as: 1 FP )( T
Return Period is the reciprocal of probability and expressed mathematically as: 1 T P
Flood data are analysed either with the use of the Central Limit Theorem or the Extreme Value Theorem. These two theorems lead to the log-probability law and extreme value law respectively. The log-probability law states that the logarithms of the values are normally distributed; the extreme value theorem states that the instantaneous annual maximum approaches a definite pattern of frequency distribution when the number of 12 observations in each year is large. Based on the above two laws, distributions are chosen to fit the data. The distributions used for the present study are: the Generalized Extreme Value, the Log-Pearson Type III distribution of the extreme value law and the Three-Parameter Lognormal from the log-probability law. The estimated flood magnitudes reported are taken from the Three- Parameter Lognormal distribution and a brief description of the distribution is given at the end of this section. The statistical details of all the distributions and the way the program handles different cases for this can be found in the Consolidated Frequency Analysis (CFA) user manual (Pilon,1985) .
The general equation for estimating the return level in terms of the frequency factor, K for hydrological studies is given by Chow (1964). It is expressed mathematically as: yy σK y return level, y mean, σ standard deviation, K frequency factor
The variate, y is represented by the mean plus the departure, σK (product of standard deviation, σ and the frequency factor, K). The frequency factor is a function of a recurrence interval and depends on the type of distribution.
2.1.1 The Three-Parameter Lognormal Distribution
As stated above the details of the Three-Parameter Lognormal distribution is given below. The Three-Parameter Lognormal distribution is a general skew distribution in which the logarithm of any linear function of a given variable is normally distributed. The variable “x” is the random variable, “a” is the lower boundary of the variate “x” and (x-a) is the reduced variable. The parameter “a” can be positive, zero or negative (Sangal and Biswas, 1970). The principal advantage of the Three-Parameter Lognormal distribution is that it provides a simple method for preserving the first three moments of the observed data (Burges et al. 1975).
The probability density function and the general frequency equations of the three- parameter lognormal distribution are given below:
13 ....
1 ln max 2 xf )( exp ax 2 2 2 …….(1)
QT a exp(m t )...... Positive skewness or
QT a exp(m t )...... Negative skewness ……..(2)
Where m: location parameters for the transformed variate ln(x-a)
σ: scale parameters for the transformed variate ln(x-a)
a: lower boundary of the variate x
t: frequency factor at the required probability level
First parameters of the distribution are estimated using the function (1) and the flood magnitude (s) are estimated using the equation (2) for exceedance probabilities from 0.002 to 0.997.
2.2 Graphical Method Using Probability Papers
The fundamental principle of the graphical method is to develop a linear relationship between the recurrence interval and the event magnitude. The present study uses the Cunnae plotting position to plot data on the Gumbel probability paper. The plotting formula is: N 2.0 T m 4.0
Where N is the sample size and m the rank, starting with rank one for the highest. The graphical output in the probability graph displays the data points (sample series of flood/drought) and the plotted function of the distribution in question.
The software program, CFA uses Gumbel probability paper to plot the data points. The return level, or magnitude of streamflow (discharge), is plotted in the vertical axis (y-
14 axis) and the scale is arithmetic. The return period (T-years) is plotted in the horizontal axis (x-axis) and the scale is Gumbel. The following expression gives the Gumbel variate (scaling factor).
T xT ln*ln T 1
Where: xT = scale factor and T = return period
A flood frequency plot is used as a visual check to see the goodness of fit of the series of flood events. Therefore, both mathematical and graphical methods are used to make the decision on the distribution and therefore the return period-return level values.
3. Software Used
The Consolidated Frequency Analysis (CFA) version 3.1 software was created by the Interpretation and Access Division, Surveys and Information Systems Branch, Environment Canada. The software was written in FORTRAN 77 and has been used for frequency analysis. The CFA software is a Hydrological Operational Multipurpose System (HOMS) component (181.2.02) established by the World Meteorological Organization for the transfer of technology in hydrology and water resources developed for flood frequency analysis.
The input data required for analysis are annual maximum instantaneous discharge, the year and month of its occurrence. The theoretical probability distributions used for analysis are: the Generalized Extreme Value, the Three-Parameter Lognormal, the Log- Pearson Type III and the Weibull.
4. Data Source and Gauging Stations
Historic streamflow records from the WSC HYDAT data up to December 31, 2012 were utilized for estimating the magnitude of flood. The time convention used in Canada for reporting streamflow data is the calendar year from January 1 to December 31. Active stream gauge stations with more than 10 years of record, both regulated and natural
15 were selected for a total number of 297 gauges. Of the 297 gauges, there are 12 Reference Hydrometric Basin Network (RHBN) gauges. Figure 1 shows the gauge locations and Appendix A and B show the details of the gauges.
Figure 1: WSC’s HYDAT gauge locations in the Great Lakes watershed system.
5. Parameters Used
Annual flood is the highest momentary peak discharge in a water year/calendar year (Dalrymple, 1960). This flood, technically called annual maximum peak instantaneous streamflow, is used for frequency analysis. It is useful for the design flood estimation as it better represents the highest floods stage encountered at the stream reach. Data from previous flood frequency studies conducted by Moin and Shaw (1985) were updated to 2012.
16 Comparing Maximum Instantaneous Peaks to Maximum Peaks (02KC009) 300
250
200
150
Discharge (cms) 100
50
0 1945 1955 1965 1975Year 1985 1995 2005 2015
Comparing Maximum Instantaneous Peaks to Maximum Peaks (02KC009) 300 Maximum 250 Instantaneous Peak
s) 200 m(c eg m(c
150 arschiD
100
50
0 2000 2002 2004 2006 2008 2010 2012 Year (2000-2012)
Figure 2(a) and 2(b): Comparing maximum instantaneous peaks to maximum peaks.
17 The input data is zipped with the data package as “GreatLakesFlood_InputData_2014.” For filling the missing data, Sangal (1981) developed a methodology and the details are given in the next section. The previous study mentioned above used this method to fill missing records. This study also used the same method. The annual maximum streamflow and the annual peak instantaneous streamflow are superimposed as shown in Figure 2(a) and 2(b) highlighting the relative streamflow values.
5.1 Estimation of Maximum Instantaneous Flow Data from Maximum Mean Flow Data
The maximum instantaneous flow value is estimated using methods from Sangal (1981). “The method uses variables that are the mean daily flows of three consecutive days with the maximum daily flow occupying the middle position. A parameter, the value of which lies between zero and two, is designated as base factor K and has a governing influence on the estimated peak.”
The following equation was used to fill in missing data.
31 QDQDQDQDQD 312 PredictedF QPPlow, 2 21 Where
QD1, QD2 and QD3: daily mean flows on days 1, 2 and 3 respectively
QD2: annual maximum daily mean flow
K: base factor, (1-2α)
When α = 0 (or k=1) the equation becomes the basic equation
QDQDQD 3124 PredictedF QPPlow, 2
18 6. Analysis and Results
As discussed in the previous section, the series of historical annual maximum floods are used as input for the frequency analysis. After the data preparation, four steps are involved to derive the final data product. These steps are discussed upcoming sections of the report: Exploratory Analysis (Section 6.1), Statistical Tests (Section 6.2), Flood Modelling (Section 6.3), and Flood Modelling Data Products (Section 6.4).
6.1 Exploratory Analysis
6.1.1 Understanding the Flood Characteristics of Watershed
Frequency analysis is conducted for gathering inference about streamflow. Before making any estimation on flood, a user can draw inferences about the flood characteristics of the watershed by setting up some intermediate steps. The importance of these intermediate steps lies in the fact that it provides an understanding of the whole data (gauges that lie within the region) on one hand and the flood magnitude on the other hand. The intermediate values estimated at the watershed scale are:
Summary of the mean annual floods and their relationship to the drainage area to derive the flood coefficient Summary of the coefficient of variation of the annual floods Summary of the coefficient of skew of the annual floods
The mean annual flood is the mean of the historic flood sample (maximum instantaneous peak flow). According to the theory of largest values (Gumbel, 1945a), the mean of the annual floods of a stream gauge should have a value corresponding to the 2.33 year recurrence interval (Dalrymple, 1960) and theoretical exceedance probability of 0.43. This value is the nexus point in connecting the flood generating mechanism with the size of the watershed i.e. the drainage area of the watershed.
Flood coefficient expresses the relation of the annual mean flood to the watershed drainage area. To get this value, exponential regression analysis is done with the annual mean flood with the drainage area. The flood is not linearly dependent on the drainage area but with a factor, n. The equation is given below:
19 Mean Annual Flood Coefficient of Flood A rea) (Drainage Area) n
Coefficient of variation gives the ratios of the large floods to the mean flood. It is the relative variation from the mean or in other words, it is the degree of dispersion. If this ratio is small, then the flood magnitude variability is marginal. It is expressed as the ratio of the standard deviation to the mean. The value is independent of the sample size. In other words, the coefficient computed from a small or large sample will be the same.
)(Deviation Standard )(Deviation Coefficient of Variation (C ) v )(Mean
Coefficient of skew of flood is a measure of the asymmetry of the probability distribution around the mean. All streamflow data forms skew curves and the coefficient of skew is the measure of the curvature of the flood. In terms of the degree of skewness, the flood data is less skewed than daily data (Sangal and Biswas, 1970). Unlike the coefficient of variation, the coefficient of skew depends on the sample size. Therefore, the value has to be adjusted using the formula that accounts for the sample size and the factor, F as 5.8 F 1 given by Foster is: n . The adjustment is made by multiplying the computed coefficient by the factor, F.
3 n xi x Coefficient of Skew (Cs (computed) ) (n -1)(n- 2)
The values for each stream gauge are given in Appendix C. Figures 3 (a), 3(b), and 3(c) show the mean flood, coefficient of variation and coefficient of skewness. Within the Great Lakes watershed system the coefficient of variation is less than one except for one gauge (02HC003: HUMBER RIVER AT WESTON). Only twenty gauges are negatively skewed in the system.
20 The exponential relationship between the mean flood and the drainage area is generated and the coefficient of flood is 0.8753. The relationship is given below.
Q Flood,Mean Flood,Mean Q *0.8753 (Drainage Area) 0.7072 2 Rwith Rwith .0 8147
Figure 3(a): Flood characteristics of the Great Lakes watershed system.
21 Figure 3(b) and (c): Flood Characteristics of the Great Lakes watershed system.
22 6.1.2 Maximum Flood and Creager Curve
In 1941, Creager developed an envelope curve based on the compilation of the unusual floods in the Unites States and other countries. The flood envelope diagram was plotted either taking peak discharge or discharge per unit area against the drainage area. The double exponent equation he developed is given below:
.0 048 46 ** ACQ .0 894*A or .0 048 46 ** ACq .0 894 A 1* Where,
Q: discharge in cubic feet per second
q: unit discharge in cubic feet per second per square miles
A: drainage area in square miles
C: Creager coefficient
The value of the Creager constant, C depicts the flood severity. In the original plot, a value above 30 and below 100 fit the data. A value of 100 has the lowest exceedance, which means that the associated watershed area has the maximum flood-producing streams in that section. The value of the constant is helpful when comparing extreme floods at a global context. The importance of this curve as stated in the Hydroelectric Handbook (Creager, 1958) is cited below:
“When the magnitude of the peak of a flood from a given drainage area is known, it is sometimes desired to know what the peak probably would be from a different drainage area of the same characteristics and under the same meteorological conditions-for instance, from another point on the same river or a similar river.”
The handbook also talks about “the consideration that future enveloping curves for a given district will continue to rise as time passes and more records are obtained.”
23 In 1989, Watt et al. reproduced the Creager curve by adding highest known Canadian flood data from WSC to the original plot. This included 22 floods in Canada of which one case (hurricane Hazel) was from Ontario. The Canadian values are plotted in the lower part of the curve where the Creager constant lies between 20 and 40. The reason for low values is given by Lawford et al. (1995) and is cited below:
“On global basis, areas with frequent monsoons, typhoons, hurricanes, tsunamis, and tidal effects experience worse flooding than Canada. One explanation for some of these events may be that surface air at latitudes closer to the equator holds more moisture and under the right synoptic conditions can also yield more precipitation.”
For the present study, to relate and compare the world’s largest floods to the Great Lakes watershed flood, the Creager envelope curve was superimposed on the maximum floods. The construction was done using the following steps:
For each gauging station under study, the maximum recorded flood is tabulated against the corresponding effective drainage area The tabulated data are plotted on log-log paper On the above point data plot, the Creager curve was superimposed using the equation and converting to the S.I units. Creager curves corresponding to Creager constants of 10, 20 and 30 are shown in Figure 4.
The Figure 4 shows the maximum flood as a function of drainage area with the Creager curve superimposed. The value fits well with the Creager constant of 10. The lower value of the constant indicates that floods in the Great Lakes watershed are low when compared to the world’s largest floods.
In Canada, British Columbia, Alberta and the Prairies have generated the Creager curve for maximum flood. This curve is used for obtaining a rough estimation of Probable Maximum Flood. It is also used in areas with similar climatological characteristics when data is sparse. It is a better method than using empirical formulas which require runoff coefficients to be selected. The limitation is that curves are based on the past flood events available at the time that the curve is constructed.
24 Drainage Area (sq.km)
Figure 4: Maximum flood vs drainage area with Creager curve superimposed.
6.2 Statistical Tests
In order for the frequency analysis to be valid, the data need to be tested for the assumptions of the Central Limit Theorem/Extreme Value Theorem. The assumptions are: the data must be independent and identically distributed. In other words, the data should satisfy the statistical criteria: randomness, independence, stationarity (trend) and homogeneity. The null hypothesis for each of the test at a significance level of 5% and 1 % was tested to see whether the computed test value lies within the region of rejection or not. The non-parametric (distribution free) tests conducted are:
The Spearman Rank Order serial Correlation Coefficient test for Independence The Spearman Rank Order Correlation Coefficient Test for Trend The Mann-Whitney Split Sample Test for Homogeneity Runs above and below the median for general Randomness
25 Initially, all the 297 gauges were tested for all the above tests. Data was removed from earlier years until all tests were satisfied or only ten years of data remained. All gauges except two gauges failed in the homogeneity test. The gauges are 02HL007 (MOIRA RIVER NEAR TWEED) and 02HM009(WEST BRANCH LITTLE CATARAQUI CREEK AT KINGSTON). These gauges only had 10 and 14 years of record. The summary of the results are given in the Table 1.
Independence Trend Randomness Homogeneity Significance (cases) (cases) (cases) (cases) Not significant at 277 239 293 235 5% and 1% Not Significant at 20 58 4 60 1% Significant at 5% 0 0 0 2 and 1%
Table 1: Station information on statistical tests
The Grubbs and Beck outlier test was carried out to detect outliers. The lower outliers are retrofitted by using the inbuilt capability of the program. The lower outliers affect the skewness of the data. In cases where the coefficient of skewness of the untransformed data sample excluding all low outliers is less than zero, the program initiates the Weibull distribution. There are 20 gauges where the coefficient of skewness is less than zero.Table 2 lists the gauges with negative skewness.
Station Name HYDAT BRONTE CREEK NEAR ZIMMERMAN 02HB011 CREDIT RIVER AT NORVAL 02HB025 DUFFINS CREEK AT AJAX 02HC049 FRENCH RIVER AT CHAUDIERE DAM 02DD017 INNISFIL CREEK NEAR ALLISTON 02ED029 LITTLE FRENCH RIVER AT OKIKENDAWT ISLAND 02DD020 MAGNETAWAN RIVER NEAR EMSDALE 02EA018 MAITLAND RIVER AT BENMILLER 02FE015 MAITLAND RIVER NEAR HARRISTON 02FE011 MOON RIVER AT HIGHWAY NO. 400 02EB011 MUSKRAT RIVER NEAR PEMBROKE 02KC015
26 Station Name HYDAT NOTTAWASAGA RIVER NEAR ALLISTON 02ED101 NOTTAWASAGA RIVER NEAR EDENVALE 02ED027 RAISIN RIVER AT BLACK RIVER 02MC027 SOUTH BRANCH MUSKOKA RIVER AT BAYSVILLE 02EB008 SOUTH CASTOR RIVER AT KENMORE 02LB020 SPENCER CREEK AT HIGHWAY NO. 5 02HB023 THAMES RIVER AT BYRON 02GE002 TURKEY CREEK AT WINDSOR 02GH004 YORK RIVER NEAR BANCROFT 02KD002
Table 2: Stations with negative coefficient of skewness.
6.3 Flood Modelling
6.3.1 Selection of Probability Distribution Function
The theoretical probability distributions, namely the Generalized extreme value, the Three-Parameter Lognormal, the Log-Pearson Type III, were fitted to the data and the flood flow values for each of these distributions were estimated.
As different distributions produce a considerable range of flood estimates, the assessment of fit was subjectively made by testing the Coefficient of Skewness and the Coefficient of Kurtosis together with the visual examination of the plots. First, the coefficients of skewness and kurtosis of the log-transformed data were tested against the theoretical values of 0.0 and 3.00 respectively. Then the goodness of fit was checked with the plot on lognormal probability scale showing the data points and the plotted function of each of three distributions. It is seen that the Three-Parameter Lognormal distribution provides a better fit. Only 20 stream gauges from the study area are negatively skewed and are upper bound. Further to that, studies carried out in the past by Moin and Shaw (1985) and Cumming Cockburn Limited for MNR (2000) identified the Three-Parameter Lognormal (3PLN) distribution as the best fit to flood flows in Ontario. Hence, the flow values based on the Three-Parameter Lognormal (3PLN) distribution was reported. In future, the 3PLN values itself will be taken for OFAT III web application.
27 6.3.2 Summary of the Parameters of the Three-Parameter Lognormal Distribution
The solution is obtained using the method of maximum likelihood and the numerical values of the parameters of the distribution namely, M (mean/location), S (standard deviation/scale) and A (lower threshold value) are given in Appendix C. The value of “A” for the study area is either positive or negative. Figure 5(a) and (b) shows the parameters of the Three-Parameter Lognormal distribution for the Great Lakes Watershed System.
3PLN Distribution : Parameter M (Location) 10
8
6
4
2
3PLN 3PLN ParamterMeanDistribution 0
-2
-4 0.01 0.1 1 10 100 1000 10000 100000 Drainage Area (sq.km)
Figure 5(a): Summary of 3PLN distribution parameter: M (location).
Figure 5 (a) suggests that the parameter mean increases with the drainage area. The parameter scale (standard deviation) in Figure 5 (b) shows a clustered pattern with values lying below one. The parameters of the distribution together with characteristics
28 of the flood help to test the consistency of the data and the spatial coherence of flood within the watershed system.
3PLN Distribution : Parameter S (Scale) 10
1 aneM rteam Par rteam aneM
0.1
tion ubistriD N ubistriD
0.01 3PL
0.001 0.01 0.1 1 10 100 1000 10000 100000 Drainage Area (sq.km)
Figure 5(b): Summary of 3PLN distribution parameter: S (scale)
29 6.4 Flood Modelling Final Data Product and Analysis
Once the parameters of the distribution are modelled, the flood magnitude for different exceedance values is found by applying the general frequency equation of Chow (1964) to the Three-Parameter Lognormal distribution (see Section 2.1.1 for details).
The output (tabular and graphical) from the CFA program for the Three-Parameter Lognormal distributions for the HYDAT gauge 02FC001 (SAUGEEN RIVER NEAR PORT ELGIN) is given below:
30
Figure 6: Graphical output for the Three-Parameter Lognormal distribution.
The Ontario Ministry of Transportation, Drainage Management Manual (1997) recommends the use of Q 2.33 and Q 25 for design flood. As the output of CFA software does not give the flood magnitude for Q2.33 and Q25, these values are estimated using the equation from Section 2.1.1 The frequency factors of the equation are 0.08614 and
1.751 for Q2.33 and Q25 respectively.
Appendix D (separate document) details the output from CFA for the three distributions namely: Generalized Extreme Value distribution, Three-Parameter Lognormal distribution and Log Pearson Type III distribution.
31 6.4.1 Data Packages
The single station flood flow frequency estimation data package and the metadata are stored and distributed through Land Information Ontario (LIO). In LIO, the metadata information of the package can be accessed through the LIO Metadata Management Tool.
The final output data is stored in an ESRI 10.1 Personal Geodatabase, “FrequencyAnalysis.mdb”. The database consists of a GIS point shapefile named “Gauge.shp” that stores the information of the HYDAT coordinates, one table for flood flow statistics.
For practical use, in the ESRI ArcMap GIS environment the shapefile, “Gauges.shp” can be related to the flood flow frequency tables. The primary key for all data sets is the HYDAT-ID and the “relate” function will associate the shapefile with the flow statistics tables. See the ArcMap Help for assistance in establishing relationship between tables.
6.4.2 Extreme Volatility Index Using the Ratio of Q100/Q2 Year Flood
The ratio of two return levels (e.g. Q100/Q2 year flood) is a measure of the second moment. This measure is called the extreme volatility ratio. The normalized measure is called the Extreme Volatility Index (EVI) and range between zero and one.
Extreme Volatility Ratio, EVR = Q100/Q2
Extreme Volatility Index, EVI = 1-(1/EVR)
EVI values for the Great Lakes Watershed ranged from 0.16 to 0.88 with an average of 0.59 and a standard deviation of 0.13. Figure 7 shows the EVI of the watershed and the numerical values of Q100/Q2 ratio and EVI are given in Appendix C.
32 Figure 7: Extreme volatility index summary.
6.4.3 Length of Record
Mockus (1960) give the adequacy of the length of record for 90% significance level. The equation is:
2 6log*t*4.30 Y 10R 6log*t*4.30
Where Y = minimum accepted years of record
t= Student’s statistical value at the 90 percent level of significance with (Y-6) degrees of freedom
R= ratio of magnitude of the 100-year event to the 2-year event
The length of record required based on the above equations for each station is given in Appendix C. It is seen that 28 stations lack adequate record length. Even though it is the combined effect of the record length and the ratio of 100 to 2-year flood, the sensitive parameter is the ratio of 100 to 2-year flood.
33 6.5 Recommended Data Uses and Considerations
6.5.1 Recommended Data Uses
6.5.1.1 Ontario Flow Assessment Tools
The flood flow estimates of the HYDAT gauges of the Great Lakes watershed systems will be displayed in future within the OFAT III web application.
6.5.1.2 Other Data Uses
The flood flow statistics data product can be used for a wide range of business uses in Ontario. An example of business uses are provided below in association with each respective Ministry that administers the business operation:
Ministry of Natural Resources
Approval under the Lakes & Rivers Improvement Act (2010) Sections 14 and 16: Lakes and Rivers Improvement Act (LRIA) 1927 and Ontario Regulation 454/96 Flooding Hazard Limit Natural Hazard Policies of the Provincial Policy Statement of the Planning Act (2002) Adaptive Management Natural Channel System: Adaptive Management of Stream Corridors in Ontario
Ministry of Environment
Peak Flow Rate Criteria Storm Water Management Planning and Design Manual (2003)
Ministry of Transportation
Design Flood for River and Stream Crossing based on Risk MTO Drainage Management Manual (1997)
34 6.6 Data Use Considerations
The HYDAT gauge locations, coordinates, in the future will be snapped to the river network in OFAT III. Drainage areas published by the WSC and obtained from OFAT III may differ slightly.
The flow values in the regulated gauges are not converted to natural flows.
The estimated values are only for the HYDAT gauge locations, not for ungauged locations of a river reach.
7. References
7.1 General References
Agriculture and Agri-Food Canada, 2009. Probable maximum flood estimation for Canadian Prairies.
Agriculture and Agri-Foods Canada, 2010. Probable maximum flood estimation for British Columbia.
Alberta Transportation, 2004 Guidelines on extreme flood analysis.
Alberta Transportation. 2014. Alberta Flood Envelope Curve Analysis – North America, context accessed October 2014. (http://www.transportation.alberta.ca/Content/doctype30/Production/fldenvcurv.pdf)
Bedient, P.B., Huber, W.C. and Vieux, B.E. 2002. Hydrology and Floodplain Analysis (3rd ed.) Upper Saddle River, NJ: Prentice Hall.
Burges, S.J., D.P Lettenmaier, and C.L Bates, 1975. Properties of the three-parameter log normal probability distribution, Water Resources Research, 11(2): 229-235.
Caissie, D., and E Nassir, 1991. A stochastic study of floods in Canada: frequency analysis and regionalization. Canadian Journal of Civil Engineering, 18(2): 225-236.
Chow, V.T. 1964. Handbook of Applied Hydrology; A Compendium of Water Resources Technology.
35 Coles, S, 2001. Introduction to statistical modeling of extreme values. London; New York: Springer.
Condie, R. 1979. The three parameter lognormal distribution applied to regional flood frequency analysis by the Index Flood Method, p.38, 345-353. Proceedings of the Technology Transfer Workshop Modeling Activities Related to Flood Damage Reduction, Technical Workshop Series No.2 (Hull, Quebec, May 23-25, 1979).
Condie, R., G.A. Nix, and L.G. Boone. 1981. Flood damage reduction program flood frequency analysis, Program FDRDFFA”. Water Planning and Management Branch, Inland Waters Directorate, Environment Canada, Ottawa, January, 1976 (revised September, 1981).
Creager, W. P, J. D. Justin, 1958. Hydroelectric handbook. New York, Wiley.
Dalrymple, T. 1960. Flood frequency analyses. Water Supply Paper 1543-A,U.S Geological Survey, Reston, Va.
Environment Canada. 2014. Great Lakes Facts and Information, Accessed October, 2014. (https://www.ec.gc.ca/grandslacs-greatlakes/default.asp?lang=En&n=BB02C773- 1)
Gray, D. M, 1973. Handbook on the principles of hydrology; a general text, with special emphasis on Canadian conditions. Water Inf. Center. N. Y.
Gumbel, E. J., 1945. Floods estimated by probability method: Bng. News-Rec., v. 134, no. 24, p. 833-837.
Han D, 2011. Flood Risk Assessment and Management. Bentham Science Publishers Ltd, UAE.
Khan, S., G. Kuhn, A.R Ganguly, D.J. Erickson, and G. Ostrouchov. 2007. Spatio- temporal variability of daily and weekly precipitation extremes in South America, Water Resources Research, 43, W11424.
Kite, G.W., 1988. Frequency and Risk Analysis in Hydrology: Water Resources Publications, Littleton, Colorado, 257 p.
36 Wikipedia. 2014. Köppen climate classification, Accessed October 2014. (http://en.wikipedia.org/wiki/K%C3%B6ppen_climate_classification)
Kuhn, G., S. Khan, A.R. Ganguly, M. Branstetter. 2007. Geospatial-temporal dependence among weekly precipitation extremes with applications to observations and climate model simulations in South America, Advances in Water Resources, 30(12): 2401-2423.
Lawford, R. G., et al. Hydrometeorological aspects of flood hazards in Canada. Atmosphere-Ocean 33.2 (1995): 303-328.
Machiwal, D, K.J Madan, 2012. Hydrologic time series analysis: Theory and practice. Springer.
McBean, E.A. and F.A. Rovers, 1998. Statistical procedures for analysis of environmental monitoring data and risk assessment. Upper Saddle River, N.J.: Prentice Hall PTR.
Moin, S. and M. Shaw. 1985. Canada/Ontario Flood Damage Reduction Program – Regional Flood Frequency Analysis for Ontario Streams, Volume 1, 2, and 3, Environment Canada, Ontario, Canada.
National Research Council of Canada. 1966. Subcommittee on Hydrology. Statistical methods in hydrology, Proceedings of Hydrology Symposium, No. 5, McGill University, February 24-26, 1966-1967.
Neill, C. R, 1986. Unusual Canadian floods and the Creager diagram. Canadian Journal of Civil Engineering 13.2 (1986): 255-257.
Philip. E, 2008. Extreme Value Analysis of Stream Flow in Credit River Watershed. M.Eng Final Project, School of Engineering, University of Guelph, Guelph, ON.
Pilon, P.J., R. Condie, and K.D Harvey, 1985. Consolidated Frequency Analysis Package, CFA, User Manual for version 1- DECPRO Series, Inland Waters Directorate.
Sangal, B.P. and A.K. Biswas. 1970. The 3-parameter lognormal distribution and its applications in hydrology. Water Resources Research, 6(2): 505-515
37 Sangal, B.P and R.W Kallio, 1977. Magnitude and frequency of floods in southern Ontario. Technical Bulletin No. 99. Inland Water Directorate, Water Planning and Mangement branch, 336p.
Sangal, B.P, 1981. A Practical Method for Estimating Peak from Mean Daily Flows with Application to Streams in Ontario. Technical Bulletin No.122. National Hydrology Research Institute, Inland Water Directorate, Ottawa.
Schwab, G.O, D.D Fangmeier, W.J Elliot & R.K. Frevert, 1993. Soil and water conservation engineering. John Wiley & Sons, Inc..
Sokolov, A.A., S.E. Rantz, and M. Roche, 1976. Flood Flow Computation Methods Compiled from World Experience, The Unesco Press, Paris.
Statistics Canada, 2005. Land and freshwater area, by province and territory, Accessed October 2014. (http://www40.statcan.gc.ca/l01/cst01/phys01-eng.htm)
Subramanya, K, 1994. Engineering hydrology. Tata McGraw-Hill Education.
Transportation Association of Canada. 2004. Guide to bridge hydraulics. Thomas Telford.
Viessman, W. and G.L Lewis, 2002. Introduction to Hydrology 5th ed., New York: Harper Collins.
Water Survey of Canada. 2014. Archived hydrometric data from HYDAT downloaded on April 2014, Environment Canada.
(http://wateroffice.ec.gc.ca/search/search_e.html?sType=h2oArc)
Watt E, 1989. Hydrology of Floods in Canada, A guide to Planning and Design National Research Council Canada.
World Meteorological Organization. 1997. Guide to Hydrological Practices, DataAcquisition and Processing, Analysis, Forecasting and Other Applications. 5th Ed. WMO-No.168.
38 World Meteorological Organization, 2013 A Review of Applied Methods in Europe for Flood-Frequency Analysis in a Changing Environment (http://www.wmo.int/pages/prog/hwrp/publications/Floodfreq_report.pdf)
Yevjevich, V, 1972. Probability and statistics in hydrology. Fort Collins, CO: Water resources publications.
7.2 Government of Ontario References
Government of Ontario, Ministry of Natural Resources and Forestry, Ontario Flow Assessment Tool III, 2014. (http://www.giscoeapp.lrc.gov.on.ca/web/MNR/WRIP/OFAT/Viewer/Viewer.html)
Government of Ontario, Ministry of Natural Resources, Flood Flow and Low Flow Statistics: For the Southwestern Hudson Bay and Nelson River Watershed Systems, 2013. (http://publicdocs.mnr.gov.on.ca/View.asp?Document_ID=26845&Attachment_ID=5360 1)
Government of Ontario, Ministry of Natural Resources, Technical Guidelines and Requirements for Approval under the Lakes & Rivers Improvement Act, 2011. (https://dr6j45jk9xcmk.cloudfront.net/documents/2705/stdprod-088408.pdf)
Government of Ontario, Ministry of the Environment, Stormwater Management Planning and Design Manual, 2003. (http://www.ontario.ca/document/stormwater-management- planning-and-design-manual)
Government of Ontario, Ministry of Natural Resources, Adaptive Management of Stream Corridors in Ontario, 2001. (http://www.naturalchannels.ca/files/resources/stream_corridor/2FILES/06STREAM.PD F)
Government of Ontario, Ministry of Natural Resources, Technical Guide River and Streams Hazard Flood Limit, 2001. (http://www.renaud.ca/public/Environmental- Regulations/MNR%20Technical%20Guide%20Flooding%20Hazard%20Limit.pdf)
39 Government of Ontario, Ministry of Natural Resources, Flood Regionalization for Ontario, 2000.
Government of Ontario, Ministry of Transportation, MTO Drainage Management Manual, 1997.
Government of Ontario, Ministry of Natural Resources, Water Quantity Resources of Ontario, 1984. (http://waterbudget.ca/waterquantityatlas)
40 8. Appendix
8.1 Appendix A: List of WSC’s HYDAT gauges
Regulation Station Name HYDAT Latitude Longitude RHBN Type ALDER CREEK NEAR NEW DUNDEE 02GA030 43.37229 -80.55109 N Regulated ANCASTER CREEK AT ANCASTER 02HB021 43.23117 -79.97386 N Natural AUBINADONG RIVER ABOVE SESABIC CREEK 02CB003 46.96842 -83.41686 N Natural AUSABLE RIVER NEAR EXETER 02FF009 43.36197 -81.50944 N Regulated AUSABLE RIVER NEAR SPRINGBANK 02FF002 43.07192 -81.65975 N Regulated AUX SABLES RIVER AT MASSEY 02CE002 46.21494 -82.07081 N Regulated AVON RIVER BELOW STRATFORD 02GD018 43.34472 -81.11642 N Regulated BATCHAWANA RIVER NEAR BATCHAWANA 02BF001 47.00353 -84.51556 N Natural BAYFIELD RIVER NEAR VARNA 02FF007 43.55125 -81.58953 N Natural BEAR BROOK NEAR BOURGET 02LB008 45.42600 -75.15322 N Natural BEAR CREEK BELOW BRIGDEN 02GG009 42.81203 -82.29842 N Natural BEAR CREEK NEAR PETROLIA 02GG006 42.90583 -82.11911 N Natural BEATTY SAUGEEN RIVER NEAR HOLSTEIN 02FC017 44.09047 -80.74194 N Natural BEAVER CREEK NEAR MARMORA 02HK006 44.53519 -77.69658 N Regulated BEAVER RIVER NEAR CLARKSBURG 02FB009 44.51986 -80.46778 N Regulated BEAVERTON RIVER NEAR BEAVERTON 02EC011 44.39708 -79.07083 N Natural BEETON CREEK NEAR TOTTENHAM 02ED100 44.04914 -79.80339 N Regulated BIG CARP RIVER NEAR SAULT STE. MARIE 02BF004 46.51589 -84.46518 N Natural BIG CREEK NEAR DELHI 02GC006 42.83772 -80.50989 N Regulated 41 Regulation Station Name HYDAT Latitude Longitude RHBN Type BIG CREEK NEAR KELVIN 02GC011 42.98681 -80.44469 N Natural BIG CREEK NEAR WALSINGHAM 02GC007 42.68561 -80.53847 N Regulated BIG OTTER CREEK ABOVE OTTERVILLE 02GC017 42.96583 -80.54258 N Regulated BIG OTTER CREEK AT TILLSONBURG 02GC010 42.85731 -80.72358 N Natural BIG OTTER CREEK NEAR CALTON 02GC026 42.71067 -80.84081 N Regulated BIGHEAD RIVER NEAR MEAFORD 02FB010 44.57017 -80.64850 N Regulated BLACK CREEK BELOW ACTON 02HB024 43.62931 -80.01042 N Regulated BLACK CREEK NEAR WESTON 02HC027 43.67425 -79.50436 N Regulated BLACK RIVER AT BALDWIN 02EC008 44.26064 -79.34389 N Regulated BLACK RIVER NEAR ACTINOLITE 02HL003 44.53958 -77.36964 N Regulated BLACK RIVER NEAR WASHAGO 02EC002 44.71367 -79.28161 Y Natural BLACK STURGEON RIVER AT HIGHWAY NO. 17 02AC002 48.90422 -88.37686 N Regulated BLACKWATER RIVER AT BEARDMORE 02AD010 49.59761 -87.96544 N Natural BLANCHE RIVER ABOVE ENGLEHART 02JC008 47.88914 -79.87931 Y Natural BLUE JAY CREEK NEAR TEHKUMMAH 02CG003 45.65169 -81.98661 N Natural BLUE SPRINGS CREEK NEAR EDEN MILLS 02GA031 43.57614 -80.10900 N Regulated BLYTH BROOK BELOW BLYTH 02FE014 43.76033 -81.46319 N Natural BONNECHERE RIVER NEAR CASTLEFORD 02KC009 45.49647 -76.56461 N Regulated BOWMANVILLE CREEK AT BOWMANVILLE 02HD006 43.92147 -78.70200 N Natural BOYLE DRAIN NEAR ATWOOD 02FE010 43.67634 -81.07485 N Natural BOYNE RIVER AT EARL ROWE PARK 02ED102 44.15250 -79.89664 N Natural BRONTE CREEK AT CARLISLE 02HB022 43.38886 -79.98811 N Natural
42 Regulation Station Name HYDAT Latitude Longitude RHBN Type BRONTE CREEK NEAR ZIMMERMAN 02HB011 43.43689 -79.86433 N Regulated BUCKSHOT CREEK NEAR PLEVNA 02KF017 44.96844 -76.96633 N Natural BUELLS CREEK AT BROCKVILLE 02MB010 44.58569 -75.69178 N Natural BURNLEY CREEK ABOVE WARKWORTH 02HK009 44.19681 -77.91100 N Regulated BURNT RIVER NEAR BURNT RIVER 02HF003 44.70986 -78.67753 N Regulated CANAGAGIGUE CREEK NEAR ELMIRA 02GA023 43.57992 -80.50919 N Regulated CANARD RIVER NEAR LUKERVILLE 02GH003 42.15897 -83.01889 N Natural CARP RIVER NEAR KINBURN 02KF011 45.41758 -76.19867 N Natural CARRICK CREEK NEAR CARLSRUHE 02FC011 44.11339 -81.01925 N Natural CASTOR RIVER AT RUSSELL 02LB006 45.26251 -75.34380 N Natural CATFISH CREEK AT AYLMER 02GC030 42.77375 -80.98267 N Natural CATFISH CREEK NEAR SPARTA 02GC018 42.74608 -81.05694 N Natural CEDAR CREEK AT WOODSTOCK 02GD011 43.12200 -80.75153 N Regulated CEDAR CREEK NEAR HEMLO 02BB004 48.70633 -85.90942 N Regulated CENTREVILLE CREEK NEAR ALBION 02HC051 43.92444 -79.83444 N Natural CHIPPEWA CREEK AT NORTH BAY 02DD014 46.31178 -79.44836 N Natural CLYDE RIVER AT GORDON RAPIDS 02KF013 45.13400 -76.62994 N Regulated CLYDE RIVER NEAR LANARK 02KF010 45.04583 -76.40089 N Regulated COLD CREEK AT ORLAND 02HK007 44.13478 -77.78689 N Natural COLD CREEK NEAR BOLTON 02HC023 43.89028 -79.72000 N Natural COLDWATER RIVER AT COLDWATER 02ED007 44.70719 -79.64375 N Natural COLLINS CREEK NEAR KINGSTON 02HM005 44.25650 -76.61256 N Natural
43 Regulation Station Name HYDAT Latitude Longitude RHBN Type COMMANDA CREEK NEAR COMMANDA 02DD015 45.94917 -79.60675 N Natural CONESTOGO RIVER ABOVE DRAYTON 02GA039 43.78353 -80.63778 N Regulated CONESTOGO RIVER AT GLEN ALLAN 02GA028 43.65483 -80.70217 N Regulated CONESTOGO RIVER AT ST. JACOBS 02GA006 43.54111 -80.55333 N Regulated CONISTON CREEK ABOVE WANAPITEI RIVER 02DB007 46.47528 -80.82153 N Natural CONSECON CREEK AT ALLISONVILLE 02HE002 44.02747 -77.36688 N Regulated CREDIT RIVER AT BOSTON MILLS 02HB018 43.77358 -79.92683 N Regulated CREDIT RIVER AT NORVAL 02HB025 43.64758 -79.85600 N Regulated CREDIT RIVER ERIN BRANCH ABOVE ERIN 02HB020 43.77181 -80.09364 N Regulated CREDIT RIVER NEAR CATARACT 02HB001 43.83586 -80.02289 N Regulated CREDIT RIVER NEAR ORANGEVILLE 02HB013 43.89127 -80.06240 N Regulated CREDIT RIVER WEST BRANCH AT NORVAL 02HB008 43.64656 -79.86628 N Regulated CROWE RIVER AT MARMORA 02HK003 44.48156 -77.68481 N Regulated CROWE RIVER NEAR GLEN ALDA 02HK005 44.84444 -77.93111 N Regulated CURRENT RIVER AT STEPSTONE 02AB021 48.56244 -89.24067 N Natural DEPOT CREEK AT BELLROCK 02HM002 44.47192 -76.76236 N Regulated DINGMAN CREEK BELOW LAMBETH 02GE005 42.93411 -81.35131 N Natural DODD CREEK BELOW PAYNES MILLS 02GC031 42.78739 -81.26750 N Natural DON RIVER AT TODMORDEN 02HC024 43.68586 -79.36150 N Regulated DON RIVER AT YORK MILLS 02HC005 43.74025 -79.40314 N Regulated DUFFINS CREEK ABOVE PICKERING 02HC019 43.89128 -79.05928 N Natural DUFFINS CREEK AT AJAX 02HC049 43.84889 -79.05611 N Natural
44 Regulation Station Name HYDAT Latitude Longitude RHBN Type EAST HUMBER RIVER AT KING CREEK 02HC032 43.90278 -79.61278 N Natural EAST HUMBER RIVER NEAR PINE GROVE 02HC009 43.79008 -79.58442 N Natural EAST RIVER NEAR HUNTSVILLE 02EB013 45.39272 -79.15994 N Regulated EAST SIXTEEN MILE CREEK NEAR OMAGH 02HB004 43.49917 -79.77678 N Natural ERAMOSA RIVER ABOVE GUELPH 02GA029 43.54778 -80.18203 N Regulated ETOBICOKE CREEK AT BRAMPTON 02HC017 43.69158 -79.75939 N Regulated ETOBICOKE CREEK BELOW QUEEN ELIZABETH HIGHWAY 02HC030 43.60175 -79.55633 N Natural FAIRCHILD CREEK NEAR BRANTFORD 02GB007 43.14739 -80.15461 N Natural FISH CREEK NEAR PROSPECT HILL 02GD010 43.22047 -81.23681 N Natural FOURTEEN MILE CREEK AT OAKVILLE 02HB027 43.42145 -79.70315 N Natural FRENCH RIVER AT CHAUDIERE DAM 02DD017 46.12083 -80.02750 N Regulated FRENCH RIVER AT DRY PINE BAY 02DD010 46.06858 -80.61164 N Regulated FRENCH RIVER AT PORTAGE DAM 02DD016 46.12278 -80.01639 N Regulated GANARASKA RIVER ABOVE DALE 02HD012 43.99094 -78.32819 N Natural GANARASKA RIVER NEAR OSACA 02HD003 44.01514 -78.43747 N Regulated GOULAIS RIVER NEAR SEARCHMONT 02BF002 46.86094 -83.97181 Y Natural GRAHAM CREEK AT NEPEAN 02KF015 45.34358 -75.80808 N Natural GRAND RIVER AT BRANTFORD 02GB001 43.13272 -80.26731 N Regulated GRAND RIVER AT GALT 02GA003 43.35311 -80.31575 N Regulated GRAND RIVER AT WEST MONTROSE 02GA034 43.58503 -80.48147 N Regulated GRAND RIVER BELOW SHAND DAM 02GA016 43.73094 -80.34094 N Regulated GRAND RIVER NEAR DUNDALK 02GA041 44.14003 -80.36270 N Natural
45 Regulation Station Name HYDAT Latitude Longitude RHBN Type GRAND RIVER NEAR MARSVILLE 02GA014 43.86172 -80.27222 N Regulated GRAVEL RIVER NEAR CAVERS 02AE001 48.92600 -87.69019 N Regulated GRINDSTONE CREEK NEAR ALDERSHOT 02HB012 43.30064 -79.86900 N Natural GULL RIVER AT NORLAND 02HF002 44.73183 -78.81806 N Regulated HARMONY CREEK AT OSHAWA 02HD013 43.88886 -78.82494 N Natural HOG CREEK NEAR VICTORIA HARBOUR 02ED017 44.72606 -79.77897 N Natural HOLLAND RIVER AT HOLLAND LANDING 02EC009 44.09492 -79.48956 N Natural HORNER CREEK NEAR PRINCETON 02GB006 43.17394 -80.55264 N Regulated HUMBER RIVER AT ELDER MILLS 02HC025 43.81131 -79.62758 N Natural HUMBER RIVER AT WESTON 02HC003 43.69894 -79.52039 N Regulated HUMBER RIVER NEAR PALGRAVE 02HC047 43.92850 -79.82300 N Natural HUNSBURGER CREEK NEAR WILMOT CENTRE 02GA043 43.36447 -80.63261 N Natural INDIAN RIVER NEAR BLAKENEY 02KF012 45.24544 -76.26033 N Regulated INNISFIL CREEK NEAR ALLISTON 02ED029 44.13122 -79.78097 N Natural JACKSON CREEK AT PETERBOROUGH 02HJ001 44.30278 -78.32139 N Natural JOCK RIVER NEAR RICHMOND 02LA007 45.24942 -75.79061 N Natural JUNCTION CREEK AT SUDBURY 02CF005 46.47872 -81.01042 N Regulated JUNCTION CREEK BELOW KELLEY LAKE 02CF012 46.42731 -81.09844 N Natural KAMINISTIQUIA RIVER AT KAMINISTIQUIA 02AB006 48.53231 -89.59636 N Regulated KEMPTVILLE CREEK NEAR KEMPTVILLE 02LA006 44.99425 -75.66228 N Regulated KETTLE CREEK ABOVE ST. THOMAS 02GC029 42.83519 -81.13472 N Natural KETTLE CREEK AT ST. THOMAS 02GC002 42.77769 -81.21400 N Natural
46 Regulation Station Name HYDAT Latitude Longitude RHBN Type LA VASE RIVER AT NORTH BAY 02DD013 46.26344 -79.39511 N Natural LAUREL CREEK AT WATERLOO 02GA024 43.47197 -80.51433 N Regulated LITTLE FRENCH RIVER AT OKIKENDAWT ISLAND 02DD020 46.12306 -80.07889 N NA LITTLE MAITLAND RIVER AT BLUEVALE 02FE007 43.85439 -81.25050 N Regulated LITTLE PIC RIVER NEAR COLDWELL 02BA003 48.84911 -86.60722 N Natural LITTLE RIVER AT WINDSOR 02GH011 42.30986 -82.92850 N Natural LITTLE ROUGE CREEK NEAR LOCUST HILL 02HC028 43.90789 -79.21628 N Natural LITTLE ROUGE RIVER NEAR DICKSONS HILL 02HC053 43.92569 -79.28219 N Natural LITTLE WHITE RIVER BELOW BOLAND RIVER 02CC010 46.58114 -82.96800 N Regulated LITTLE WHITE RIVER NEAR BELLINGHAM 02CC005 46.39397 -83.28308 N Regulated LUCKNOW RIVER AT LUCKNOW 02FD002 43.96528 -81.51344 N Natural LYN CREEK NEAR LYN 02MB006 44.52500 -75.80528 N Natural LYNDE CREEK AT BROOKLIN 02HC054 43.95908 -78.95997 N Natural LYNDE CREEK NEAR WHITBY 02HC018 43.87550 -78.96033 N Natural LYNDE CREEK TRIBUTARY NEAR KINSALE 02HC055 43.93197 -78.98847 N Natural LYNDHURST CREEK AT LYNDHURST 02MA001 44.54611 -76.12333 N Natural LYNN RIVER AT SIMCOE 02GC008 42.82333 -80.28944 N Regulated MAD RIVER AT AVENING 02ED015 44.30736 -80.07203 N Natural MADAWASKA RIVER AT PALMER RAPIDS 02KD004 45.32808 -77.51550 N Regulated MAGNETAWAN RIVER NEAR BRITT 02EA011 45.77306 -80.48233 N Regulated MAGNETAWAN RIVER NEAR EMSDALE 02EA018 45.55670 -79.28798 N Natural MAITLAND RIVER ABOVE WINGHAM 02FE005 43.91508 -81.26439 N Regulated
47 Regulation Station Name HYDAT Latitude Longitude RHBN Type MAITLAND RIVER AT BENMILLER 02FE015 43.71756 -81.62619 N Regulated MAITLAND RIVER BELOW WINGHAM 02FE002 43.88675 -81.32644 N Regulated MAITLAND RIVER NEAR HARRISTON 02FE011 43.90381 -80.89261 N Natural MAYHEW CREEK NEAR TRENTON 02HK011 44.10917 -77.61253 N Regulated MCGREGOR CREEK NEAR CHATHAM 02GE007 42.38350 -82.09506 N Natural MCINTYRE RIVER ABOVE THUNDER BAY 02AB020 48.48269 -89.32464 N Regulated MCKENZIE CREEK NEAR CALEDONIA 02GB010 43.03394 -79.94981 N Regulated MCVICAR CREEK AT THUNDER BAY 02AB019 48.44942 -89.21850 N Natural MEDWAY RIVER AT LONDON 02GD008 43.01367 -81.28044 N Regulated MICHIPICOTEN RIVER AT SCOTT FALLS 02BD002 47.91083 -84.74333 N Regulated MIDDLE MAITLAND RIVER ABOVE ETHEL 02FE013 43.71839 -81.12464 N Natural MIDDLE MAITLAND RIVER NEAR BELGRAVE 02FE008 43.81289 -81.30689 N Natural MIDDLE MAITLAND RIVER NEAR LISTOWEL 02FE003 43.72723 -80.97267 N Regulated MIDDLE THAMES RIVER AT THAMESFORD 02GD004 43.05911 -80.99486 N Natural MILLHAVEN CREEK NEAR MILLHAVEN 02HM006 44.22642 -76.75906 N Regulated MIMICO CREEK AT ISLINGTON 02HC033 43.64736 -79.51969 N Natural MISSISSAGI RIVER AT MISSISSAGI CHUTE 02CC008 46.20136 -83.02539 N Regulated MISSISSIPPI RIVER AT APPLETON 02KF006 45.17633 -76.12347 N Regulated MISSISSIPPI RIVER AT FERGUSONS FALLS 02KF001 45.05317 -76.28564 N Regulated MISSISSIPPI RIVER BELOW MARBLE LAKE 02KF016 44.84317 -77.12006 N Natural MOIRA RIVER NEAR DELORO 02HL005 44.49967 -77.61844 N Natural MOIRA RIVER NEAR FOXBORO 02HL001 44.25367 -77.41919 N Regulated
48 Regulation Station Name HYDAT Latitude Longitude RHBN Type MOIRA RIVER NEAR TWEED 02HL007 44.48847 -77.31953 N Regulated MONTREAL RIVER NEAR MONTREAL RIVER HARBOUR 02BE002 47.21389 -84.61944 N Regulated MOON RIVER AT HIGHWAY NO. 400 02EB011 45.06506 -79.79014 N Regulated MOOSE CREEK AT LEVACK 02CF013 46.63594 -81.39147 N Regulated MUSKRAT RIVER NEAR PEMBROKE 02KC015 45.79775 -77.10833 N Natural MUSQUASH RIVER AT HIGHWAY NO. 400 02EB012 45.02253 -79.77681 N Regulated NANTICOKE CREEK AT NANTICOKE 02GC022 42.80992 -80.07617 N Regulated NAPANEE RIVER AT CAMDEN EAST 02HM007 44.33475 -76.83881 N Regulated NEEBING RIVER NEAR THUNDER BAY 02AB008 48.38339 -89.30656 Y Natural NITH RIVER ABOVE NITHBURG 02GA038 43.48389 -80.83500 N Natural NITH RIVER AT NEW HAMBURG 02GA018 43.37722 -80.71081 N Natural NITH RIVER NEAR CANNING 02GA010 43.18972 -80.45503 Y Natural NONQUON RIVER NEAR PORT PERRY 02HG002 44.08669 -79.00608 N Regulated NORBERG CREEK (SITE A) ABOVE BATCHAWANA RIVER 02BF005 47.06253 -84.43072 N Natural NORBERG CREEK (SITE B) AT OUTLET OF TURKEY LAKE 02BF006 47.05053 -84.41278 N Natural NORBERG CREEK (SITE C) AT OUTLET OF LITTLE TURKEY 02BF007 47.04472 -84.41025 N Natural LAKE NORBERG CREEK (SITE D) BELOW WISHART LAKE 02BF008 47.04625 -84.40319 N Natural NORBERG CREEK (SITE E) BELOW BATCHAWANA LAKE 02BF009 47.05778 -84.40000 N Natural NORBERG CREEK (SITE F) AT OUTLET OF BATCHAWANA 02BF012 47.06281 -84.39253 N Natural LAKE NORTH BRANCH MUSKOKA RIVER AT PORT SYDNEY 02EB004 45.21286 -79.27528 N Regulated NORTH CURRENT RIVER NEAR THUNDER BAY 02AB014 48.51956 -89.17503 N Natural
49 Regulation Station Name HYDAT Latitude Longitude RHBN Type NORTH MAGNETAWAN RIVER ABOVE PICKEREL LAKE 02EA010 45.70377 -79.30879 N Natural NORTH MAGNETAWAN RIVER NEAR BURK'S FALLS 02EA005 45.66947 -79.37919 Y Natural NORTH RIVER AT THE FALLS 02ED024 44.76767 -79.57828 N Natural NORTH THAMES RIVER AT ST. MARYS 02GD005 43.25572 -81.14572 N Regulated NORTH THAMES RIVER BELOW FANSHAWE DAM 02GD003 43.04078 -81.18283 N Regulated NORTH THAMES RIVER NEAR MITCHELL 02GD014 43.45042 -81.20678 N Regulated NORTH THAMES RIVER NEAR THORNDALE 02GD015 43.14931 -81.19214 N Regulated NORTH WEST GANARASKA RIVER NEAR OSACA 02HD004 44.01719 -78.43875 N Regulated NOTTAWASAGA RIVER AT HOCKLEY 02ED026 44.02475 -79.96989 N Natural NOTTAWASAGA RIVER NEAR ALLISTON 02ED101 44.11058 -79.89028 N Natural NOTTAWASAGA RIVER NEAR BAXTER 02ED003 44.24981 -79.82142 N Natural NOTTAWASAGA RIVER NEAR EDENVALE 02ED027 44.48500 -79.96600 N Regulated ONAPING RIVER NEAR LEVACK 02CF010 46.59950 -81.38197 N Regulated OSHAWA CREEK AT OSHAWA 02HD008 43.93031 -78.89153 N Natural OSWEGO CREEK AT CANBORO 02HA024 42.99131 -79.67825 N Natural OTTAWA RIVER AT BRITANNIA 02KF005 45.36450 -75.80567 N Regulated OUSE RIVER NEAR WESTWOOD 02HJ003 44.29806 -78.04494 N Regulated OXTONGUE RIVER NEAR DWIGHT 02EB014 45.31197 -78.98939 N Regulated PARKHILL CREEK ABOVE PARKHILL RESERVOIR 02FF008 43.16413 -81.63151 N Natural PAYNE RIVER NEAR BERWICK 02LB022 45.19161 -75.10464 N Natural PETAWAWA RIVER NEAR PETAWAWA 02KB001 45.88619 -77.31531 Y Regulated PIC RIVER NEAR MARATHON 02BB003 48.77408 -86.29661 N Natural
50 Regulation Station Name HYDAT Latitude Longitude RHBN Type PINE RIVER AT LURGAN 02FD001 44.09467 -81.72578 N Natural PINE RIVER NEAR EVERETT 02ED014 44.20003 -79.96000 N Natural RAISIN RIVER AT BLACK RIVER 02MC027 45.08061 -74.86800 N Natural RAISIN RIVER NEAR WILLIAMSTOWN 02MC001 45.15542 -74.63803 N Natural RAWDON CREEK NEAR WEST HUNTINGDON 02HK008 44.33814 -77.47719 N Natural REDHILL CREEK AT HAMILTON 02HA014 43.24097 -79.77389 N Natural RIDEAU RIVER AT OTTAWA 02LA004 45.38150 -75.69697 N Regulated RIVIERE BEAUDETTE NEAR GLEN NEVIS 02MC026 45.27336 -74.49383 N Natural RIVIERE DELISLE NEAR ALEXANDRIA 02MC028 45.32708 -74.64383 N Natural ROOT RIVER AT SAULT STE. MARIE 02CA002 46.56286 -84.28169 N Natural ROUGE RIVER NEAR MARKHAM 02HC022 43.85836 -79.23356 N Regulated RUSCOM RIVER NEAR RUSCOM STATION 02GH002 42.21150 -82.62914 N Natural SALMON RIVER NEAR SHANNONVILLE 02HM003 44.20731 -77.20925 N Regulated SAUBLE RIVER AT ALLENFORD 02FA004 44.53553 -81.17769 N Natural SAUBLE RIVER AT SAUBLE FALLS 02FA001 44.67753 -81.25606 N Regulated SAUGEEN RIVER ABOVE DURHAM 02FC016 44.18542 -80.78747 N Natural SAUGEEN RIVER NEAR PORT ELGIN 02FC001 44.45647 -81.32644 Y Regulated SAUGEEN RIVER NEAR WALKERTON 02FC002 44.12047 -81.11533 N Regulated SCHOMBERG RIVER NEAR SCHOMBERG 02EC010 44.01214 -79.68564 N Natural SERPENT RIVER ABOVE QUIRKE LAKE 02CD006 46.51122 -82.60069 N Regulated SERPENT RIVER AT HIGHWAY NO. 17 02CD001 46.21078 -82.51242 N Regulated SEVERN RIVER AT SWIFT RAPIDS 02EC003 44.85694 -79.54167 N Regulated
51 Regulation Station Name HYDAT Latitude Longitude RHBN Type SHELTER VALLEY BROOK NEAR GRAFTON 02HD010 43.99182 -78.00106 N Regulated SIXTEEN MILE CREEK AT MILTON 02HB005 43.51389 -79.87972 N Regulated SKOOTAMATTA RIVER NEAR ACTINOLITE 02HL004 44.54958 -77.32806 Y Natural SOUTH BRANCH MUSKOKA RIVER AT BAYSVILLE 02EB008 45.14797 -79.11350 N Regulated SOUTH CASTOR RIVER AT KENMORE 02LB020 45.22833 -75.41272 N Natural SOUTH MAITLAND RIVER AT SUMMERHILL 02FE009 43.68436 -81.54117 N Natural SOUTH NATION RIVER AT CASSELMAN 02LB013 45.31697 -75.09167 N Regulated SOUTH NATION RIVER AT SPENCERVILLE 02LB007 44.84225 -75.54442 Y Natural SOUTH NATION RIVER NEAR PLANTAGENET SPRINGS 02LB005 45.51694 -74.97822 N Regulated SOUTH PARKHILL CREEK NEAR PARKHILL 02FF004 43.16075 -81.73183 N Natural SOUTH SAUGEEN RIVER NEAR HANOVER 02FC012 44.09869 -80.98456 N Regulated SPEED RIVER BELOW GUELPH 02GA015 43.53372 -80.25222 N Regulated SPEED RIVER NEAR ARMSTRONG MILLS 02GA040 43.63861 -80.27000 N Regulated SPENCER CREEK AT DUNDAS 02HB007 43.26542 -79.96428 N Regulated SPENCER CREEK AT HIGHWAY NO. 5 02HB023 43.28292 -80.05281 N Natural SPENCER CREEK NEAR WESTOVER 02HB015 43.35308 -80.07789 N Regulated STEEL RIVER BELOW SANTOY LAKE 02BA006 48.81371 -86.85934 N Natural STOKES RIVER NEAR FERNDALE 02FA002 45.03697 -81.33636 N Natural STONEY CREEK AT STONEY CREEK 02HA022 43.22553 -79.75117 N Natural STURGEON RIVER AT UPPER GOOSE FALLS 02DC012 46.97142 -80.46325 N Natural STURGEON RIVER NEAR GLEN AFTON 02DC004 46.63717 -80.26325 N Regulated SYDENHAM RIVER AT FLORENCE 02GG003 42.65061 -82.00839 N Natural
52 Regulation Station Name HYDAT Latitude Longitude RHBN Type SYDENHAM RIVER AT STRATHROY 02GG005 42.95886 -81.62714 N Natural SYDENHAM RIVER NEAR ALVINSTON 02GG002 42.83081 -81.85172 N Natural SYDENHAM RIVER NEAR OWEN SOUND 02FB007 44.52225 -80.93019 Y Natural TAY RIVER IN PERTH 02LA024 44.89692 -76.25250 N Regulated TEESWATER RIVER NEAR PAISLEY 02FC015 44.26831 -81.26919 N Regulated THAMES RIVER AT BYRON 02GE002 42.96250 -81.33178 N Regulated THAMES RIVER AT INGERSOLL 02GD016 43.04128 -80.88617 N Regulated THAMES RIVER AT INNERKIP 02GD021 43.21531 -80.69186 N Natural THAMES RIVER AT THAMESVILLE 02GE003 42.54486 -81.96731 N Regulated THAMES RIVER NEAR DUTTON 02GE006 42.73069 -81.57747 N Regulated THAMES RIVER NEAR EALING 02GD001 42.97356 -81.20858 N Regulated TRIBUTARY TO NORBERG CREEK AT TURKEY LAKE 02BF013 47.04167 -84.41681 N Natural TROUT CREEK NEAR FAIRVIEW 02GD019 43.29558 -80.97303 N Natural TROUT CREEK NEAR ST. MARYS 02GD009 43.27322 -81.10322 N Natural TURKEY CREEK AT WINDSOR 02GH004 42.26050 -83.03983 N Natural TWENTY MILE CREEK ABOVE SMITHVILLE 02HA020 43.11564 -79.56619 N Natural TWENTY MILE CREEK AT BALLS FALLS 02HA006 43.13347 -79.38325 N Natural VENISON CREEK NEAR WALSINGHAM 02GC021 42.65336 -80.54844 N Natural VERMILION RIVER NEAR VAL CARON 02CF011 46.68544 -81.00925 N Natural VEUVE RIVER NEAR VERNER 02DD012 46.40825 -80.12331 N Natural WANAPITEI RIVER NEAR WANUP 02DB005 46.34567 -80.83956 N Regulated WELLAND RIVER BELOW CAISTOR CORNERS 02HA007 43.02178 -79.61802 N Regulated
53 Regulation Station Name HYDAT Latitude Longitude RHBN Type WEST BRANCH LITTLE CATARAQUI CREEK AT KINGSTON 02HM009 44.24000 -76.57889 N Natural WEST BRANCH SCOTCH RIVER NEAR ST. ISIDORE DE 02LB018 45.37533 -74.94800 N Natural PRESCOTT WEST DUFFINS CREEK ABOVE GREEN RIVER 02HC038 43.91575 -79.17953 N Natural WEST HUMBER RIVER AT HIGHWAY NO. 7 02HC031 43.75836 -79.67894 N Natural WHITE RIVER BELOW WHITE LAKE 02BC004 48.65480 -85.74153 N Regulated WHITEFISH RIVER AT NOLALU 02AB017 48.29211 -89.80986 N Natural WHITEMANS CREEK NEAR MOUNT VERNON 02GB008 43.12625 -80.38372 N Regulated WHITESAND RIVER ABOVE SCHREIBER AT MINOVA MINE 02BA005 48.97811 -87.37678 N Natural WHITSON RIVER AT CHELMSFORD 02CF007 46.58303 -81.19919 N Natural WHITSON RIVER AT VAL CARON 02CF008 46.61017 -81.03297 Y Natural WILMOT CREEK NEAR NEWCASTLE 02HD009 43.93022 -78.61881 N Natural WILTON CREEK NEAR NAPANEE 02HM004 44.23931 -76.84953 N Natural WOLF RIVER AT HIGHWAY NO. 17 02AC001 48.82169 -88.53461 N Natural WYE RIVER NEAR WYEVALE 02ED013 44.64978 -79.90375 N Regulated YORK RIVER NEAR BANCROFT 02KD002 45.05214 -77.84603 N Natural
54 8.2 Appendix B: Years of Record for Flood Flow Analysis
55
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61 8.3 Appendix C: Flood Flow Sample Summary and Analysis
Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02AB006 6466.65 248.492 121.082 0.487 0.978 3.608 644.00 -7.416 5.438 0.467 3.03 0.67 86 18 02AB008 187.00 28.254 18.106 0.641 1.158 4.085 75.00 -2.765 3.284 0.566 4.05 0.75 55 25 02AB014 104.70 23.111 11.349 0.491 0.648 2.827 46.60 4.451 2.770 0.605 3.42 0.71 33 21 02AB017 225.81 32.098 14.247 0.444 1.382 6.676 80.70 -1.844 3.462 0.379 2.50 0.60 31 15 02AB019 45.63 8.747 7.346 0.840 2.568 12.072 35.00 -1.350 2.100 0.652 5.27 0.81 20 36 02AB020 83.11 14.167 7.392 0.522 0.757 3.093 29.40 2.581 2.233 0.704 4.25 0.76 24 28 02AB021 406.84 50.014 17.341 0.347 0.723 4.367 94.20 -12.010 4.091 0.278 2.13 0.53 21 12 02AC001 726.39 60.631 31.186 0.514 1.728 7.945 3.98 21.745 3.429 0.729 3.61 0.72 38 23 02AC002 2980.00 109.724 51.411 0.469 2.043 10.074 323.00 5.541 4.568 0.413 2.52 0.60 42 15 02AD010 651.91 51.511 24.957 0.485 2.559 11.858 151.00 9.536 3.630 0.470 2.58 0.61 41 15 02AE001 607.98 73.952 33.544 0.454 0.474 3.495 149.00 -68.946 4.943 0.225 2.36 0.58 25 14 02BA003 1324.17 136.193 55.274 0.406 0.921 4.511 299.00 -45.427 5.159 0.298 2.37 0.58 40 13 02BA005 20.90 3.726 1.531 0.411 0.211 2.128 6.51 1.501 0.468 0.926 4.94 0.80 22 33 02BA006 1190.00 71.080 34.573 0.486 1.801 9.539 158.00 34.616 3.438 0.685 2.86 0.65 10 24 02BB003 4221.73 322.155 138.061 0.429 0.202 2.627 607.00 -768.103 6.986 0.127 2.18 0.54 38 12 02BB004 210.02 15.792 8.382 0.531 1.244 4.725 2.63 2.248 2.459 0.575 3.37 0.70 28 21 02BC004 4156.28 211.060 74.573 0.353 1.189 5.520 444.00 -31.387 5.448 0.295 2.14 0.53 45 12 02BD002 5311.43 205.242 114.516 0.558 1.737 6.371 601.00 71.593 4.552 0.873 4.79 0.79 57 30 02BE002 2880.00 146.042 92.256 0.632 1.822 5.956 431.00 55.606 4.078 0.934 5.00 0.80 53 31 02BF001 1227.64 210.245 71.152 0.338 1.083 5.641 460.00 -8.857 5.341 0.317 2.14 0.53 44 12 02BF002 1138.67 178.860 71.530 0.400 0.785 3.759 370.00 -11.107 5.189 0.362 2.41 0.59 45 14 02BF004 50.98 16.237 6.336 0.390 0.319 2.433 28.90 -8.517 3.177 0.259 2.28 0.56 30 13 02BF005 10.36 2.833 1.023 0.361 0.401 2.649 4.92 -0.638 1.202 0.298 2.24 0.55 31 13 02BF006 8.03 2.093 0.898 0.429 1.360 5.693 5.03 0.350 0.438 0.494 2.76 0.64 32 16 02BF007 5.05 1.790 0.903 0.504 1.830 8.072 5.09 0.249 0.292 0.537 3.09 0.68 31 19 02BF008 4.08 1.660 0.759 0.457 0.904 4.046 3.61 0.112 0.341 0.470 2.84 0.65 32 17 02BF009 2.04 1.733 0.981 0.566 1.107 4.580 4.61 0.223 0.201 0.685 4.30 0.77 28 28 02BF012 1.15 0.654 0.402 0.615 1.772 7.085 2.01 0.093 -0.793 0.673 4.19 0.76 29 27
62 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02BF013 0.07 0.284 0.137 0.484 0.898 4.132 0.63 0.085 -1.874 0.788 4.33 0.77 19 28 02CA002 108.49 31.849 13.264 0.417 0.914 3.295 66.80 9.381 2.940 0.608 3.08 0.68 39 19 02CB003 1451.66 127.313 62.162 0.488 0.903 3.372 261.00 -5.939 4.790 0.465 3.06 0.67 30 19 02CC005 1971.45 180.328 90.531 0.502 1.284 5.170 497.00 -23.245 5.227 0.426 2.93 0.66 71 17 02CC008 9300.00 507.350 164.402 0.324 0.311 3.742 962.00 -1308.04 7.500 0.090 1.85 0.46 50 10 02CC010 1205.15 100.866 49.917 0.495 1.091 5.516 262.00 -41.238 4.900 0.343 2.76 0.64 31 17 02CD001 1354.24 95.226 30.648 0.322 0.119 2.460 156.00 -311.693 6.006 0.075 1.83 0.45 46 10 02CD006 157.08 12.924 5.299 0.410 0.554 3.736 28.60 -9.366 3.077 0.237 2.30 0.57 40 13 02CE002 1338.60 116.572 47.794 0.410 0.907 4.051 278.00 -28.542 4.926 0.323 2.41 0.59 92 13 02CF005 87.04 20.416 7.857 0.385 0.614 2.875 38.00 -4.489 3.167 0.315 2.34 0.57 42 13 02CF007 277.46 36.151 17.675 0.489 1.119 4.553 91.80 -5.797 3.655 0.408 2.86 0.65 47 17 02CF008 179.00 24.243 11.044 0.456 0.714 3.653 52.20 -6.055 3.360 0.348 2.58 0.61 35 15 02CF010 1647.69 75.698 32.195 0.425 0.333 3.609 147.00 -131.326 5.325 0.150 2.16 0.54 32 12 02CF011 680.43 59.733 26.730 0.448 2.281 9.175 149.00 26.741 3.245 0.726 3.17 0.68 30 20 02CF012 198.80 25.290 8.977 0.355 0.500 3.890 50.90 -25.956 3.922 0.174 2.03 0.51 35 11 02CF013 40.60 4.148 1.935 0.466 0.737 2.885 8.42 -0.017 1.323 0.469 2.99 0.67 29 18 02CG003 17.90 4.432 1.509 0.340 0.305 4.426 8.19 -12.786 2.842 0.087 1.89 0.47 20 10 02DB005 3154.02 149.152 57.777 0.387 1.139 4.562 326.00 8.371 4.870 0.397 2.42 0.59 60 14 02DB007 59.00 24.586 8.948 0.364 0.473 2.860 43.90 -1.133 3.188 0.356 2.35 0.57 29 13 02DC004 3006.40 166.572 63.034 0.378 0.854 4.859 359.00 -75.640 5.458 0.256 2.20 0.55 32 12 02DC012 1200.00 94.348 36.402 0.386 0.444 3.887 188.00 -84.708 5.174 0.195 2.10 0.52 27 12 02DD010 13900.0 400.137 65.590 0.164 0.136 3.202 560.00 98.218 5.695 0.205 1.46 0.31 51 7 02DD012 741.00 141.356 61.588 0.436 1.224 4.967 313.00 31.978 4.548 0.563 3.03 0.67 25 19 02DD013 68.59 13.662 4.628 0.339 0.842 4.411 27.80 -1.356 2.664 0.304 2.14 0.53 38 12 02DD014 35.64 9.933 3.223 0.325 0.825 2.968 17.90 4.664 1.472 0.643 2.67 0.63 38 16 02DD015 104.00 16.232 4.596 0.283 0.504 2.886 27.00 1.022 2.677 0.305 1.96 0.49 35 11 02DD016 NA 178.713 57.774 0.323 0.575 5.866 322.00 53.191 4.790 0.393 2.03 0.51 15 12 02DD017 NA 174.842 19.494 0.112 -0.202 4.172 215.00 510.312 5.814 0.058 1.25 0.20 20 7 02DD020 NA 70.409 27.005 0.384 -0.127 2.779 118.50 359.830 5.664 0.093 1.79 0.44 17 10 02EA005 328.84 45.632 16.970 0.372 1.592 8.642 129.00 -2.722 3.824 0.332 2.24 0.55 96 12 63 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02EA010 155.00 33.024 10.988 0.333 0.383 3.223 60.80 -17.240 3.900 0.210 1.97 0.49 45 11 02EA011 2839.38 200.528 49.265 0.246 0.246 3.440 331.00 -356.303 6.318 0.088 1.64 0.39 36 8 02EA018 402.51 39.860 9.887 0.248 -0.555 3.417 51.90 55.988 2.588 0.683 1.25 0.20 10 7 02EB004 1410.00 128.367 31.153 0.243 0.518 3.928 238.00 -74.528 5.301 0.152 1.67 0.40 97 9 02EB008 1400.00 82.931 21.123 0.255 -0.327 3.596 128.00 499.085 6.029 0.049 1.53 0.34 62 8 02EB011 4789.76 178.179 46.383 0.260 -0.216 2.552 254.00 732.090 6.312 0.081 1.52 0.34 47 8 02EB012 30.28 104.014 6.268 0.060 0.393 3.129 116.00 74.571 3.361 0.213 1.18 0.16 22 6 02EB013 610.00 103.315 31.543 0.305 0.423 2.774 172.00 -5.347 4.647 0.294 2.03 0.51 37 11 02EB014 605.00 58.100 14.266 0.246 0.415 3.303 93.60 -9.412 4.191 0.212 1.74 0.43 32 9 02EC002 1510.27 128.541 32.473 0.253 0.292 3.544 229.00 -122.784 5.520 0.126 1.67 0.40 97 9 02EC003 5850.00 217.305 25.045 0.115 0.219 2.061 263.00 127.966 4.453 0.287 1.38 0.28 41 7 02EC008 271.78 26.728 14.797 0.554 2.173 10.474 81.90 1.931 3.069 0.542 3.32 0.70 26 21 02EC009 176.03 33.122 15.850 0.479 1.460 5.945 88.00 4.914 3.199 0.541 3.10 0.68 41 19 02EC010 51.30 9.314 2.754 0.296 0.170 2.188 15.00 -5.965 2.711 0.182 1.87 0.47 38 10 02EC011 291.27 46.034 18.522 0.402 0.072 2.651 83.60 -357.747 6.000 0.046 2.00 0.50 29 11 02ED003 1230.58 128.140 60.828 0.475 1.630 7.197 370.00 4.635 4.710 0.464 2.85 0.65 63 17 02ED007 168.46 27.594 10.714 0.388 0.745 3.575 57.00 -5.714 3.456 0.319 2.34 0.57 42 13 02ED013 121.49 16.373 3.553 0.217 0.199 3.415 24.80 -24.645 3.710 0.087 1.57 0.36 23 8 02ED014 189.99 20.343 9.942 0.489 0.975 4.967 53.00 -7.576 3.270 0.352 2.78 0.64 40 16 02ED015 244.14 52.199 17.095 0.328 0.885 4.508 98.10 6.713 3.751 0.374 2.19 0.54 23 12 02ED017 65.20 12.160 4.144 0.341 1.853 9.202 26.40 0.782 2.377 0.334 2.09 0.52 23 12 02ED024 243.61 30.702 10.466 0.341 0.292 2.337 51.70 -3.626 3.490 0.312 2.20 0.55 24 13 02ED026 175.68 23.296 10.180 0.437 -0.059 2.847 41.70 756.322 6.597 0.014 1.96 0.49 23 11 02ED027 2686.37 115.241 31.311 0.272 -0.693 4.139 167.00 282.226 5.093 0.170 1.45 0.31 17 8 02ED029 479.46 46.000 12.398 0.269 -0.582 3.176 59.30 110.792 4.152 0.190 1.48 0.32 10 8 02ED100 86.00 13.953 5.800 0.416 0.564 2.872 26.90 -2.128 2.714 0.366 2.55 0.61 33 15 02ED101 327.60 31.932 10.175 0.319 -0.708 3.792 48.38 78.453 3.810 0.201 1.51 0.34 25 8 02ED102 216.43 38.995 24.250 0.622 1.861 7.270 122.00 -3.322 3.614 0.514 3.52 0.72 34 22 02FA001 913.50 112.820 38.112 0.338 0.220 2.609 203.00 -75.765 5.223 0.198 1.98 0.50 55 11 02FA002 50.50 15.717 4.099 0.261 0.155 2.572 24.00 -23.843 3.673 0.104 1.70 0.41 31 9 64 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02FA004 312.03 84.094 27.490 0.327 -0.107 2.910 129.00 -39.506 4.808 0.206 1.90 0.47 18 10 02FB007 182.97 34.183 15.758 0.461 1.578 7.170 99.00 -3.078 3.543 0.398 2.41 0.59 65 15 02FB009 587.07 60.155 18.343 0.305 0.168 3.114 104.00 -55.756 4.745 0.152 1.82 0.45 47 10 02FB010 298.02 72.866 29.374 0.403 0.667 2.898 139.00 12.815 3.992 0.481 2.67 0.63 50 16 02FC001 3953.52 569.031 206.743 0.363 0.646 3.362 1162.0 -256.668 6.686 0.248 2.15 0.54 97 12 02FC002 2136.36 319.913 130.523 0.400 1.295 5.487 774.00 -6.161 5.720 0.373 2.41 0.59 97 13 02FC011 156.44 32.821 16.157 0.492 1.221 4.634 82.00 -1.193 3.425 0.458 2.98 0.66 47 18 02FC012 635.00 142.077 51.552 0.363 0.404 3.223 251.00 -12.592 5.003 0.317 2.19 0.54 31 12 02FC015 669.92 91.320 28.153 0.308 -0.122 2.658 142.00 3841.476 8.229 0.007 1.68 0.41 35 9 02FC016 329.00 67.940 26.234 0.386 0.273 2.854 126.00 -103.507 5.133 0.153 2.11 0.53 29 12 02FC017 50.73 7.234 2.207 0.305 0.985 4.100 11.80 3.925 0.979 0.711 2.70 0.63 14 18 02FD001 155.80 80.430 51.039 0.635 2.063 8.208 250.00 6.542 4.123 0.600 3.75 0.73 25 24 02FD002 54.90 14.826 4.983 0.336 0.166 3.900 25.20 -33.922 3.886 0.097 1.82 0.45 22 10 02FE002 1644.42 376.538 169.568 0.450 0.567 2.683 776.00 -56.501 5.994 0.400 2.78 0.64 52 16 02FE003 73.39 35.356 19.078 0.540 0.822 3.849 97.70 -15.404 3.859 0.375 3.06 0.67 60 18 02FE005 527.45 155.245 97.152 0.626 1.639 7.179 560.00 -9.657 4.953 0.559 3.86 0.74 60 24 02FE007 340.27 91.543 45.539 0.498 0.906 3.543 201.00 -14.767 4.580 0.424 2.97 0.66 40 18 02FE008 644.82 151.611 62.495 0.412 0.877 3.668 306.00 -9.683 5.013 0.383 2.52 0.60 35 15 02FE009 370.56 102.800 43.837 0.426 0.951 4.007 228.00 -22.464 4.774 0.341 2.49 0.60 41 14 02FE010 205.02 58.293 22.730 0.390 0.760 3.694 109.00 -9.147 4.158 0.334 2.37 0.58 21 14 02FE011 112.00 35.826 12.834 0.358 -0.305 3.164 57.30 223.605 5.231 0.064 1.71 0.41 23 9 02FE013 416.00 85.952 30.054 0.350 0.602 3.883 158.00 -60.125 4.964 0.204 2.05 0.51 24 11 02FE014 74.66 26.011 10.039 0.386 0.395 3.599 49.50 -30.208 4.014 0.179 2.13 0.53 20 12 02FE015 2544.78 433.523 124.753 0.288 -0.351 3.302 635.00 1459.969 6.923 0.116 1.54 0.35 22 8 02FF002 865.41 201.167 88.789 0.441 0.677 3.087 423.00 -48.229 5.457 0.357 2.63 0.62 61 15 02FF004 42.72 28.990 10.657 0.368 0.951 4.680 63.50 -2.432 3.393 0.334 2.28 0.56 45 13 02FF007 460.39 164.263 77.162 0.470 0.901 3.895 383.00 -50.453 5.309 0.354 2.70 0.63 45 16 02FF008 112.53 32.315 9.798 0.303 0.072 3.154 53.90 -106.553 4.933 0.068 1.74 0.43 40 9 02FF009 113.80 39.846 19.732 0.495 0.740 3.190 84.00 -0.115 3.568 0.509 3.29 0.70 27 21 02GA003 3515.27 512.984 271.519 0.529 1.493 6.602 1550.0 -96.118 6.324 0.423 3.01 0.67 63 18 65 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02GA006 790.00 169.337 95.676 0.565 0.767 3.701 357.00 21.929 4.779 0.714 4.60 0.78 12 37 02GA010 1034.28 215.640 91.022 0.422 0.517 2.724 428.00 -83.761 5.656 0.306 2.47 0.60 60 14 02GA014 663.01 213.874 81.724 0.382 0.567 4.185 447.00 -156.199 5.897 0.208 2.09 0.52 51 11 02GA015 567.86 60.064 31.671 0.527 1.422 5.240 166.00 6.466 3.826 0.565 3.38 0.70 58 21 02GA016 784.76 167.409 132.562 0.792 2.173 8.139 670.00 53.950 4.217 1.027 6.51 0.85 38 41 02GA018 544.24 195.331 96.202 0.493 0.703 2.910 453.00 -7.067 5.197 0.489 3.20 0.69 59 19 02GA023 114.06 30.048 15.202 0.506 0.785 3.950 80.00 -10.207 3.626 0.379 2.95 0.66 55 18 02GA024 59.21 19.373 10.615 0.548 1.154 3.893 47.90 4.049 2.495 0.713 4.19 0.76 45 26 02GA028 571.13 131.098 85.118 0.649 1.366 5.519 447.00 5.665 4.615 0.678 4.63 0.78 52 29 02GA029 231.49 24.331 11.507 0.473 0.557 2.307 48.00 -1.213 3.138 0.464 3.05 0.67 49 18 02GA030 47.43 10.038 5.245 0.523 0.463 2.679 22.00 -6.680 2.768 0.318 2.89 0.65 42 17 02GA031 41.50 3.704 2.124 0.573 1.054 3.463 9.00 0.339 1.024 0.636 4.04 0.75 43 25 02GA034 1170.00 231.110 123.490 0.534 2.074 8.414 674.00 71.671 4.825 0.719 3.76 0.73 42 23 02GA038 326.00 176.363 80.421 0.456 0.397 2.393 346.00 -67.798 5.444 0.336 2.67 0.63 38 16 02GA039 274.71 152.668 76.383 0.500 1.225 4.700 388.00 10.320 4.827 0.523 3.20 0.69 37 20 02GA040 167.00 42.052 22.641 0.538 1.178 4.546 108.00 9.977 3.220 0.745 4.34 0.77 36 28 02GA041 66.49 26.743 6.387 0.239 0.842 3.546 40.40 15.718 2.240 0.600 2.14 0.53 16 13 02GA043 14.90 2.659 1.035 0.389 1.003 5.076 5.44 0.115 0.858 0.403 2.49 0.60 19 15 02GB001 5200.52 676.710 325.653 0.481 1.106 4.709 1780.0 -24.395 6.451 0.459 2.99 0.67 62 18 02GB006 150.00 35.973 16.698 0.464 0.852 4.053 79.10 -14.224 3.872 0.316 2.54 0.61 47 15 02GB007 388.64 47.947 17.926 0.374 -0.070 2.778 81.20 581.500 6.279 0.034 1.83 0.45 46 10 02GB008 385.86 49.985 19.364 0.387 0.047 2.698 92.00 -782.325 6.724 0.023 1.93 0.48 50 10 02GB010 172.78 23.560 9.163 0.389 0.126 2.776 43.00 -126.558 5.010 0.061 1.98 0.50 51 11 02GC002 330.88 125.328 47.292 0.377 0.643 4.040 275.00 13.104 4.649 0.409 2.41 0.58 45 14 02GC006 369.83 39.650 23.984 0.605 1.931 9.854 148.00 -9.480 3.793 0.453 3.38 0.70 56 21 02GC007 566.73 47.426 36.771 0.775 3.509 20.317 252.00 7.090 3.429 0.727 4.59 0.78 56 29 02GC008 143.76 17.393 9.187 0.528 2.140 10.764 60.00 0.198 2.729 0.482 3.04 0.67 55 18 02GC010 354.10 68.216 37.471 0.549 0.724 2.542 149.00 -0.121 4.073 0.567 3.75 0.73 48 23 02GC011 154.04 31.345 16.090 0.513 0.241 2.703 62.00 -43.494 4.300 0.208 2.52 0.60 22 15 02GC017 101.08 23.569 13.198 0.560 1.002 3.813 59.10 -2.215 3.126 0.510 3.51 0.72 36 22 66 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02GC018 294.50 109.305 47.450 0.434 1.262 7.526 296.00 -18.750 4.799 0.349 2.47 0.59 43 14 02GC021 68.40 6.847 2.918 0.426 0.763 2.923 14.00 0.974 1.650 0.505 2.88 0.65 34 17 02GC022 177.17 31.592 13.536 0.429 1.324 5.962 78.20 1.218 3.324 0.430 2.64 0.62 38 15 02GC026 664.55 95.518 36.638 0.384 0.290 2.552 169.00 -99.348 5.255 0.189 2.15 0.53 34 12 02GC029 134.08 62.455 44.125 0.707 1.703 7.153 212.00 10.914 3.597 0.884 6.24 0.84 27 41 02GC030 126.70 34.211 21.336 0.624 1.382 4.486 82.10 2.638 3.262 0.631 4.04 0.75 19 26 02GC031 99.56 40.997 18.543 0.452 0.519 2.812 77.40 -9.568 3.858 0.374 2.72 0.63 24 17 02GD001 1338.10 232.814 135.818 0.583 1.456 6.168 813.00 -25.113 5.428 0.504 3.50 0.71 97 21 02GD003 1416.28 356.477 131.302 0.368 0.179 2.991 718.00 -1088.62 7.273 0.090 1.95 0.49 80 10 02GD004 306.00 94.323 59.881 0.635 2.463 14.249 412.00 -22.758 4.658 0.459 3.44 0.71 66 21 02GD005 1080.00 389.758 176.840 0.454 0.327 2.317 770.00 -280.789 6.473 0.267 2.52 0.60 62 14 02GD008 203.19 75.200 32.884 0.437 0.082 2.419 146.00 -297.805 5.919 0.087 2.11 0.53 39 12 02GD009 149.27 14.993 9.546 0.637 1.882 8.437 50.00 -0.755 2.605 0.558 3.81 0.74 30 24 02GD010 144.35 58.137 32.238 0.555 0.892 3.798 150.00 -12.842 4.170 0.448 3.28 0.69 54 20 02GD011 87.75 22.455 14.681 0.654 1.400 4.865 68.00 0.919 2.856 0.673 4.60 0.78 58 29 02GD014 315.40 147.808 74.306 0.503 1.404 6.447 413.00 -0.462 4.885 0.486 3.11 0.68 37 19 02GD015 1323.30 447.732 197.958 0.442 0.289 2.611 926.00 -670.809 7.004 0.178 2.31 0.57 56 13 02GD016 509.95 70.118 36.058 0.514 1.140 4.808 194.00 -8.251 4.263 0.451 3.11 0.68 55 19 02GD018 140.35 54.112 22.847 0.422 0.258 2.110 97.00 -36.753 4.478 0.255 2.40 0.58 47 14 02GD019 36.00 21.055 9.255 0.440 1.161 4.469 46.00 -0.763 3.001 0.408 2.64 0.62 39 15 02GD021 148.85 50.239 20.737 0.413 0.370 2.539 96.50 -13.010 4.094 0.336 2.52 0.60 32 15 02GE002 3082.61 595.560 225.906 0.379 -0.064 2.202 977.00 8188.952 8.934 0.029 1.83 0.45 58 10 02GE003 4370.37 520.716 192.170 0.369 0.291 2.548 960.00 -317.978 6.710 0.226 2.13 0.53 58 12 02GE005 148.59 34.309 13.899 0.405 1.065 4.439 69.00 4.023 3.313 0.453 2.63 0.62 33 15 02GE006 3815.71 512.132 178.839 0.349 0.384 3.046 940.00 -466.140 6.870 0.183 2.04 0.51 34 11 02GE007 203.80 64.878 26.281 0.413 0.503 2.473 117.00 3.214 4.027 0.451 2.75 0.64 27 17 02GG002 701.18 112.341 44.474 0.396 0.901 4.459 238.00 -68.081 5.167 0.241 2.23 0.55 62 12 02GG003 1149.32 151.471 64.616 0.427 0.728 5.071 344.00 -120.710 5.587 0.225 2.26 0.56 28 13 02GG005 170.59 36.756 17.455 0.475 1.459 7.200 99.00 -8.410 3.756 0.350 2.56 0.61 35 15 02GG006 248.72 90.457 46.430 0.513 0.741 3.608 226.00 -34.724 4.763 0.373 2.96 0.66 46 18 67 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02GG009 535.61 107.259 51.476 0.480 0.373 2.673 219.00 -62.115 5.087 0.310 2.72 0.63 29 16 02GH002 125.00 41.412 15.731 0.380 0.636 4.715 85.60 -5.375 3.810 0.312 2.21 0.55 26 12 02GH003 159.00 49.490 23.041 0.466 0.160 2.241 92.70 -32.438 4.374 0.279 2.56 0.61 34 15 02GH004 29.60 13.778 3.976 0.289 -0.051 2.814 21.20 158.950 4.978 0.027 1.65 0.39 29 9 02GH011 55.26 27.632 9.794 0.354 -0.223 2.684 42.60 209.734 5.201 0.051 1.72 0.42 23 9 02HA006 291.72 73.012 26.227 0.359 0.534 3.530 143.00 -57.572 4.852 0.200 2.07 0.52 54 11 02HA007 222.61 53.796 19.181 0.357 0.708 3.429 107.00 -12.677 4.157 0.286 2.17 0.54 55 12 02HA014 51.67 48.968 17.183 0.351 -0.047 2.721 76.70 -54.518 4.634 0.156 1.93 0.48 26 10 02HA020 166.14 46.917 24.743 0.527 0.691 3.540 106.00 -13.000 4.010 0.421 3.18 0.69 23 20 02HA022 20.00 14.869 9.501 0.639 1.077 4.793 37.70 1.427 2.354 0.754 5.19 0.81 14 39 02HA024 83.22 27.897 15.514 0.556 0.834 3.818 62.60 -2.529 3.292 0.522 3.61 0.72 16 25 02HB001 208.75 20.502 10.216 0.498 1.322 6.789 65.00 -6.889 3.251 0.354 2.75 0.64 83 16 02HB004 192.99 55.961 28.900 0.516 1.010 5.363 162.00 -26.501 4.354 0.346 2.87 0.65 52 17 02HB005 101.27 19.537 7.131 0.365 1.227 5.862 45.00 -1.125 2.974 0.333 2.24 0.55 52 12 02HB007 157.91 19.079 7.421 0.389 0.404 4.190 38.80 -45.440 4.161 0.115 2.05 0.51 28 11 02HB008 130.99 14.935 6.227 0.417 0.706 3.422 33.00 0.350 2.589 0.437 2.72 0.63 48 16 02HB011 241.99 22.809 5.888 0.258 -0.487 3.847 34.00 158.919 4.911 0.040 1.51 0.34 33 8 02HB012 77.94 17.516 9.169 0.524 0.896 3.764 45.00 0.460 2.706 0.536 3.42 0.71 46 21 02HB013 60.58 6.651 3.029 0.455 1.289 6.450 18.00 -0.685 1.926 0.385 2.61 0.62 45 15 02HB015 63.50 4.974 1.667 0.335 1.098 5.432 10.00 -0.879 1.730 0.275 2.07 0.52 34 11 02HB018 414.70 36.255 14.519 0.401 1.002 4.341 76.00 5.588 3.317 0.474 2.67 0.63 30 16 02HB020 32.30 3.788 1.333 0.352 0.626 2.753 6.52 1.292 0.768 0.568 2.72 0.63 29 16 02HB021 9.14 2.264 1.080 0.477 0.760 3.658 4.82 -0.335 0.873 0.419 2.92 0.66 21 18 02HB022 123.42 9.845 4.918 0.500 0.563 3.329 20.80 -5.770 2.701 0.317 2.79 0.64 23 17 02HB023 126.19 16.450 6.791 0.413 -0.170 3.291 30.50 167.856 5.018 0.043 1.86 0.46 24 10 02HB024 18.90 2.211 0.621 0.281 -0.157 3.876 3.51 -34.061 3.592 0.016 1.62 0.38 25 8 02HB025 644.84 59.520 22.513 0.378 -0.078 2.693 97.40 1510.336 7.279 0.015 1.83 0.45 22 10 02HB027 24.45 17.231 6.698 0.389 0.144 4.469 29.60 -14.377 3.449 0.193 2.04 0.51 10 14 02HC003 802.04 151.632 178.873 1.180 6.785 52.940 1449.0 21.341 4.613 0.636 3.80 0.74 59 23 02HC005 88.10 31.639 20.460 0.647 1.551 5.456 99.00 0.092 3.273 0.602 4.04 0.75 49 25 68 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02HC009 190.91 31.658 18.821 0.595 2.093 11.402 121.00 -6.842 3.550 0.451 3.31 0.70 55 20 02HC017 68.56 30.963 12.771 0.413 0.533 2.942 56.20 -16.366 3.822 0.270 2.36 0.58 33 13 02HC018 100.27 28.163 11.146 0.396 0.611 3.345 56.00 -11.652 3.646 0.279 2.31 0.57 42 13 02HC019 93.50 34.859 21.917 0.629 1.447 6.447 113.00 -6.906 3.608 0.509 3.80 0.74 39 24 02HC022 181.31 43.005 20.383 0.473 1.062 4.706 104.00 -3.145 3.742 0.437 2.90 0.65 44 17 02HC023 62.20 13.200 5.627 0.426 0.589 3.227 26.00 -1.142 2.587 0.403 2.71 0.63 30 16 02HC024 318.50 124.900 37.029 0.297 0.205 2.825 207.00 -228.332 5.862 0.105 1.79 0.44 40 9 02HC025 296.28 36.326 19.416 0.535 1.927 9.267 116.00 1.705 3.411 0.523 3.25 0.69 41 20 02HC027 58.00 66.026 25.363 0.384 1.001 3.953 133.00 2.040 4.086 0.386 2.40 0.58 37 14 02HC028 83.58 22.368 8.228 0.368 0.085 2.051 36.50 -63.771 4.451 0.096 1.97 0.49 44 11 02HC030 204.99 91.216 33.247 0.365 0.992 4.128 186.00 -2.336 4.480 0.346 2.27 0.56 44 13 02HC031 142.18 50.142 21.198 0.423 0.503 2.643 102.00 -11.117 4.056 0.351 2.58 0.61 43 15 02HC032 94.80 14.756 6.099 0.413 0.479 2.762 27.70 0.494 2.580 0.425 2.62 0.62 36 15 02HC033 67.77 37.652 14.649 0.389 1.803 8.334 97.90 18.395 2.687 0.771 3.23 0.69 46 20 02HC038 52.00 13.337 5.035 0.378 0.615 3.570 24.00 -3.882 2.806 0.292 2.26 0.56 17 13 02HC047 163.54 16.819 5.089 0.303 0.439 2.246 24.60 10.149 1.517 0.995 3.83 0.74 17 26 02HC049 257.46 58.510 25.710 0.439 -0.138 1.944 93.80 122.692 4.078 0.429 1.59 0.37 21 8 02HC051 42.00 4.967 3.889 0.783 2.727 12.300 15.60 2.296 0.257 1.326 8.52 0.88 10 79 02HC053 58.99 25.264 12.727 0.504 0.173 2.752 43.70 8.538 2.377 1.142 8.39 0.88 10 78 02HC054 39.01 8.220 2.330 0.283 0.585 3.791 12.20 1.112 1.913 0.329 1.99 0.50 10 14 02HC055 37.58 14.072 4.428 0.315 0.416 3.228 21.60 4.942 2.096 0.520 2.46 0.59 10 19 02HD003 67.30 13.682 9.461 0.692 3.109 15.026 51.70 5.837 1.564 1.044 5.67 0.82 24 38 02HD004 46.07 15.759 14.398 0.914 1.913 7.046 61.20 0.475 2.343 0.916 8.09 0.88 37 50 02HD006 80.94 29.654 23.717 0.800 3.216 16.275 139.00 6.848 2.772 0.853 5.39 0.81 36 35 02HD008 95.79 37.600 27.980 0.744 1.710 6.869 145.00 4.167 3.203 0.823 5.94 0.83 48 37 02HD009 80.74 26.322 19.506 0.741 2.719 13.269 115.00 4.426 2.799 0.764 4.88 0.80 41 31 02HD010 63.77 12.526 7.933 0.633 2.147 8.874 39.70 4.494 1.691 0.926 5.17 0.81 23 34 02HD012 241.87 51.301 34.266 0.668 2.155 9.660 170.00 8.982 3.479 0.759 4.81 0.79 22 32 02HD013 42.87 25.614 7.305 0.285 0.281 2.637 41.60 -12.534 3.624 0.192 1.85 0.46 29 10 02HE002 119.10 24.549 10.482 0.427 1.316 6.021 62.00 2.541 3.008 0.432 2.54 0.61 43 15 69 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02HF002 1281.49 53.279 11.922 0.224 0.361 3.251 81.70 -30.372 4.417 0.142 1.62 0.38 50 8 02HF003 1250.00 111.977 35.189 0.314 0.640 4.341 211.00 -10.370 4.778 0.269 1.96 0.49 50 10 02HG002 32.60 4.839 2.350 0.486 0.865 3.428 10.20 1.863 0.740 0.925 5.03 0.80 18 33 02HJ001 116.50 14.881 6.344 0.426 2.527 12.660 43.30 3.241 2.344 0.465 2.48 0.60 41 14 02HJ003 282.60 36.202 14.305 0.395 0.763 3.369 68.00 -4.603 3.651 0.347 2.41 0.59 33 14 02HK003 1934.69 122.476 34.065 0.278 0.886 3.967 229.00 34.834 4.401 0.386 2.03 0.51 50 11 02HK005 456.00 38.084 10.426 0.274 0.232 4.268 69.00 -137.344 5.166 0.059 1.69 0.41 37 9 02HK006 553.00 46.960 14.252 0.304 0.853 4.530 89.00 5.666 3.665 0.343 2.07 0.52 29 11 02HK007 160.52 21.472 7.281 0.339 0.429 3.635 40.50 -19.236 3.691 0.179 1.99 0.50 29 11 02HK008 93.00 7.800 2.582 0.331 0.467 2.599 13.40 2.112 1.633 0.479 2.45 0.59 25 14 02HK009 82.60 16.135 6.798 0.421 1.140 4.549 33.00 6.004 2.101 0.694 3.32 0.70 18 21 02HK011 32.98 7.115 3.311 0.465 1.144 5.859 16.10 -1.225 2.051 0.388 2.75 0.64 17 17 02HL001 2594.93 203.206 61.253 0.301 0.362 2.993 366.00 -129.794 5.794 0.181 1.87 0.46 97 10 02HL003 429.00 43.491 13.143 0.302 0.613 3.483 80.00 -7.496 3.899 0.257 1.96 0.49 56 10 02HL004 677.65 66.051 22.100 0.335 1.230 5.427 139.00 22.281 3.660 0.499 3.10 0.68 38 14 02HL005 296.89 33.760 9.380 0.278 0.198 2.227 53.00 -23.363 4.032 0.165 1.80 0.44 47 9 02HL007 1762.67 134.920 43.793 0.325 0.284 4.179 214.00 -157.330 5.668 0.150 1.92 0.48 10 13 02HM002 181.00 9.829 3.035 0.309 1.146 4.868 19.10 2.131 1.970 0.381 2.10 0.52 52 11 02HM003 906.73 67.986 21.341 0.314 1.374 7.089 152.00 7.945 4.038 0.341 2.06 0.51 53 11 02HM004 105.20 23.325 9.766 0.419 1.009 4.325 52.00 3.632 2.863 0.499 2.82 0.65 32 17 02HM005 160.13 31.737 11.929 0.376 0.725 3.741 65.00 -1.760 3.450 0.358 2.38 0.58 39 14 02HM006 144.17 15.164 6.034 0.398 0.805 3.618 31.00 1.352 2.534 0.441 2.61 0.62 29 15 02HM007 700.24 44.384 12.034 0.271 0.931 3.894 78.00 10.203 3.474 0.344 1.93 0.48 39 10 02HM009 4.98 4.543 2.535 0.558 1.315 4.955 10.10 1.249 0.916 0.800 4.61 0.78 14 34 02JC008 1782.25 160.692 37.865 0.236 0.030 2.404 225.00 -1244.56 7.248 0.027 1.57 0.36 25 8 02KB001 4122.32 229.256 82.792 0.361 0.419 2.887 469.00 -32.444 5.523 0.313 2.23 0.55 86 12 02KC009 2380.00 147.226 46.480 0.316 0.218 2.728 243.00 -162.766 5.728 0.147 1.86 0.46 62 10 02KC015 674.00 37.542 13.244 0.353 -0.115 2.480 53.00 382.037 5.841 0.038 1.78 0.44 13 10 02KD002 844.00 71.714 18.876 0.263 -0.055 2.368 106.00 566.242 6.203 0.038 1.58 0.37 50 8 02KD004 5800.00 255.227 85.226 0.334 0.060 2.236 449.00 -1532.79 7.488 0.048 1.83 0.45 66 10 70 Coefficient Coefficient Parameters Parameters Parameters Drainage Mean Standard Coefficient Max. flood Q 100/2 Yrs of Yrs of data HYDAT of of of the 3PLN of the 3PLN of the 3PLN EVI Area(sq.km) (cms) deviation(cms) of kurtosis (cms) Ratio data required variation skewness A M S 02KF001 2660.00 145.955 45.485 0.312 1.404 7.339 311.00 35.899 4.624 0.399 2.13 0.53 33 12 02KF005 90900.0 3292.76 713.473 0.217 0.368 2.747 5110.0 -164.069 8.127 0.207 1.65 0.39 50 8 02KF006 2940.00 146.701 46.281 0.315 0.285 3.052 283.00 -151.394 5.687 0.153 1.88 0.47 94 10 02KF010 618.00 67.683 26.025 0.385 1.631 8.881 174.00 3.147 4.095 0.383 2.37 0.58 41 13 02KF011 258.00 48.500 15.695 0.324 0.366 2.461 82.60 -0.668 3.845 0.327 2.15 0.54 38 12 02KF012 212.26 24.089 8.679 0.360 0.724 3.481 48.40 4.386 2.885 0.451 2.49 0.60 38 14 02KF013 291.00 30.085 12.662 0.421 2.424 13.846 88.70 3.373 3.195 0.427 2.49 0.60 41 14 02KF015 26.50 5.303 1.830 0.345 -0.196 4.679 8.52 1.540 1.302 0.386 2.03 0.51 14 12 02KF016 359.00 25.908 9.494 0.366 1.275 5.314 53.70 12.390 2.360 0.743 3.13 0.68 25 20 02KF017 152.00 13.596 6.065 0.446 0.883 4.022 26.50 -1.322 2.628 0.402 2.71 0.63 15 18 02LA004 3811.14 353.345 116.904 0.331 0.110 2.261 597.00 -436.572 6.663 0.146 1.91 0.48 58 10 02LA006 411.12 47.033 15.119 0.321 0.353 2.286 80.00 13.901 3.390 0.490 2.45 0.59 36 14 02LA007 526.09 82.903 32.380 0.391 0.625 2.317 148.00 33.083 3.678 0.721 3.37 0.70 34 21 02LA024 661.00 31.502 11.319 0.359 -0.259 4.043 48.30 17.841 2.476 0.719 2.74 0.63 13 19 02LB005 3770.00 706.676 235.183 0.333 -0.013 2.574 1269.0 -8064.65 9.079 0.026 1.78 0.44 94 9 02LB006 438.66 136.599 52.301 0.383 0.972 4.353 304.00 25.506 4.616 0.455 2.50 0.60 62 14 02LB007 246.00 47.717 20.492 0.430 1.308 6.122 3.78 -0.070 3.782 0.416 2.62 0.62 59 15 02LB008 448.00 113.330 62.000 0.547 1.571 5.775 4.61 21.398 4.321 0.645 3.71 0.73 49 23 02LB013 2370.00 516.929 181.676 0.352 0.976 3.875 1010.0 241.403 5.393 0.711 3.02 0.67 33 18 02LB018 105.00 29.330 7.687 0.262 0.162 3.219 3.35 -44.660 4.299 0.104 1.69 0.41 14 9 02LB020 185.00 40.671 10.059 0.247 -0.485 2.166 53.10 55.234 2.397 0.818 1.21 0.18 25 6 02LB022 146.09 41.540 19.784 0.476 1.988 8.221 112.00 20.019 2.705 0.894 4.00 0.75 29 26 02MA001 271.04 30.675 8.477 0.276 0.491 4.301 48.00 -8.847 3.656 0.214 1.84 0.46 12 11 02MB006 106.72 28.164 8.191 0.291 0.890 3.828 49.60 7.325 2.964 0.388 2.07 0.52 32 11 02MB010 13.10 10.260 3.584 0.349 0.215 2.723 16.70 -8.865 2.934 0.189 2.04 0.51 19 11 02MC001 365.10 79.351 26.042 0.328 0.478 2.851 4.32 -15.452 4.515 0.276 2.08 0.52 52 11 02MC026 132.61 21.306 6.088 0.286 0.568 2.780 33.90 12.166 1.948 0.795 2.96 0.66 27 18 02MC027 126.38 25.871 6.117 0.236 -0.139 2.968 34.20 65.596 3.671 0.155 1.45 0.31 12 8 02MC028 84.52 14.463 4.371 0.302 1.450 5.440 25.60 8.618 1.518 0.738 2.58 0.61 18 15
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